Shoreland and flood plain zoning along the Wisconsin shore of Lake Michigan

[From the U.S. Government Printing Office, www.gpo.gov]

Coastal Zone
information
i ER
Center

SHORELAND AND
CY
FLOOD PLAIN
ZONING
ALONG THE
WISCONSIN
SHORE OF
LAKE MICHIGAN
b(f
A. R. STRiEGL&- CIVIL ENGINEER

STATE OF WISCONSIN
DEPARTMENT OF NATURAL RESOURCES
GB465 DIVISION OF ENVIRONMENTAL PROTECTION
w6
S7
1968

SHORELAND AND FLOOD PLAIN ZONING

ALONG THE WISCONSIN SHORE

OF LAKE MICHIGAN

A. R. Striegl
Civil Engineer

IDeVartment Of Commerc'e
NOAA
2234 --ter Library
CbArlOstan, sC ;69405-2413

State of Wisconsin
Department of Natural Resources
Division of Resource Development
300-46

Shoreland and Flood Plain Zoning

Along the Wisconsin Shore of Lake Michigan

TABLE OF CONTENTS

Paragraph Sub ect Page

1. Authority for Report

2. Legislative Requirement for Zoning of Shorelands

3. Shorelands Included in Study

Description of Lake Michigan Shorelands of Wisconsin: 2

4. Kenosha County 2

9. Racine County 4

14. Milwaukee County 9

15. Ozaukee County 9

19. Sheboygan County 10

23. Manitowoc County 11

29. Kewaunee County 13

34. Door County 16

53. Changes in Lake Level Affecting Shorelands 21

55. Effects of Lake Level on Flood Plains 22

56. Effects of Wave Action and Currents on Shore Lands 24

61.. Ice Effects on Shorelands 28

62. Shorelands Vulnerable to Erosion by Wave Action 29

78. Criteria for Shoreland. Zoning 34

79. Permits for Construction in Sboreland Area 34

80. Minimum Lot Area and Frontage 35

81. Waste Disposal Requirements 35

TABLE OF CONTENTS
(Continued)

Paragraph Page

82. Sewage Disposal 35

85. Soils with Limited Soil Absorption Characteristics 37

89. Water Supply 40

90. Setbacks from the Water 41

93. Shoreline Protective Measures 42

98. Acceptable Types of Shoreline Retention Structures 45

References 50

Exhibits 1, 2, 3, 4

Shoreland and Flood Plain Zoning

Along the Wisconsin Shore of Lake Michigan

TABLES

Table No. Subject Page

1. Bluff Recession in Racine County, Wis. 1836-1946 7

2. Bluff Recession Normal to Bluff Crest, Racine County 8

3. Lake Michigan High and Low Water Levels 23

4. Frequency of Occurrence of Waves at Milwaukee 25

5. Mean and Extreme Wind Records, Gen. Mitchell Field,' 26

Milwaukee

6. Soils with Slow Percolation Rates,, Kenosha, Racine 38

and Ozaukee Counties

7. Soils with Slow Absorption Characteristics, Sheboygan, 39

Manitowoc, Kewaunee and Door Counties

8. Soils with Various Limitations for Soil Absorption, 40

Sheboygan, Manitowoc, Kewaunee and Door Counties

Shoreland and Flood Plain Zoning

Along the Wisconsin Shore of Lake Michigan

EXHIBITS

Exhibit No. Subject

1 Map of,Wisconsin Shoreline of
Lake Michigan Vulnerable to Erosion

Typical Riprap Revetment
Lake Michigan Shore

3 Plan for Typical Rubble Mound
Seawall, Lake Michigan Shore

4 Plan for Typical Rubble Mound
Groin, Lake Michigan Shore

Shoreland and Flood-Plain Zoning

Along the Wisconsin Shore of Lake Michigan

AUTHORITY

1. This report on "Shoreland and Flood Plain Zoning along the Shore
of Lake Michigan" has been prepared under authority of a contract dated
April 13, 1967 with the Wisconsin Department of Resource Development for
@A
engineering services with respect to shoreland and flood plain zoning along
the shore of Lake Michigan from the Illinois state line north along the
eastern side of Door County up to, but not including, Washington Island.

Legislative Requirement for Zoning of Shorelands

2. Section 59.971 of the Wisconsin Statutes, as created by Chapter
614 ,* Laws of 1965, the Water Resources Act, provides that to aid in the
fulfillment of the statels role as trustee of its navigable waters, and to
promote public health, safety, convenience, and general welfare, "counties
may zone all lands (referred to herein as shorelands) in their unincorporated
areas within the following distances from the normal high-water elevation of
navigable waters ***: 1,000,feet from a lake, pond or flowage; 300 feet from
a river or stream or to the landward side of the flood plain, whichever
distance is greater." Ordinances enacted under this authority do not require
approval and are not subject to disapproval by any town or town board. If
an existing town ordinance relating"to shorelands is more restrictive than
an ordinance later enacted under this section (59.971) affecting the same
shorelands, it continues as a town ordinance in all respects to the extent
of the greater restrictions, but not otherwise. Ordinances enacted under
this authority shall be consistent with any comprehensive zoning plan or
general zoning ordinance applicable to the enacting counties, so.far as
practicable. If any county does not adopt an ordinance by January 1, 1968,
or if the Department of Resource Development (now Division of Resource
Development of the Department of Natural Resources, Chapter 75, Laws of
1967), after notice and hearing, determines that an ordinance adopted fails
to meet reasonable minimum standards for-accomplishing the shoreland protection
objectives, the Department is to adopt such an ordinance.

Shorelands Included in Study

k
3. This study is limited to the shorelands and flood plains along the,
Lake Michigan shoreline of Wisconsin from the southern state boundary to the
northern end of Door County, excluding Washington Island. Flood.plains
directly affected by the waters of Lake Michigan when at high stages are
included.

Description of Lake Michigan Shorelands of Wisconsin

Kenosha County Shorelands

4. The Lake Michigan shoreline in Kenosha County is 12 miles in length.
From the Wisconsin-Illinois state line to the south city limits, a distance
of about 4-1/2 miles, the shoreline direction is almost north and south, the
shore at the south end being only about 3/8 mile east of the shore about 3
miles north. The bluffs along the southerly 3 miles of the shoreline average
about 11 to 13 feet high and are of sandy, easily erodable material. The
foreshore where the bank has not been protected varies from sandy to gravel
and coarse stones and is from 20 to 130 feet wide back to the high water
erosion line.. Bluffs in unprotected areas generally are steep and often
caving banks show evidence of rapid erosion by wave action. (See photo-
graph No. 1, appendix A). In a study by the Corps of Engineers in 1954
(reference 6) it was found that the bluff erosion from 1872 to 1953 between
the south limit of Kenosha and the State line was about 6.8 feet per year.
The average rate probably is somewhat slower now because of a predominantly
lower lake level, but during high stages such as occurred during the 1929-
1930 and 1951-1955 periods the erosion is very rapid. Houses built close to
the lake shore have been protected with heavy stone or concrete riprap, in
some instances,supplementing old pile bulkheads that have been destroyed.
Beach erosion between these protected points has cut the'shoreline back 50
feet or more since the protection was placed. 1

5. Along the shoreline for about 1.5 miles south of the south city
limits of Kenosha the lake bank generally is about 17 to 18 feet high with
sand to a depth of about 10 feet underlain by a brown clay. The foreshore
is 15 to 50 feet wide and composed of sandy materials mixed with considerable
gravel and stones. The banks are caving off and show evidence of recent
erosion by wave action where the foreshore is relatively narrow. Some of the
banks are almost vertical except for loose deposits at the base that have
caved off of the upper banks as the underlying clay was eroded by wave acti@n.
These deposits generally are easily washed away by further wave action again
exposing the bank to undercutting. Where the foreshore is wider and has
considerable slope apparently due to a larger proportion of coarser gravel
and stone, the banks show evidence of erosion during period of higher lake
levels, but weed covered slopes at the base of the banks indicate there has
been no recent bank cutting by wave action. At various points the shore
erosion has been checked by heavy stone riprap placed to protect houses
built close to the bank, but some of this protection has been only partially
effective and erosion continues right up to the buildings. At some points
broken concrete and other building debris is being dumped over the banks in
an attempt to check the rapid erosion. (See photo No. 2, App. A). For
about 1/2 mile south of the sewage treatment plant at the south city limits,
or south of 80th Street, the bank is about 18 feet high and is caving off at
about a 45.degree slope with only a narrow foreshore. (See photo No. 3,
App. A). Records show that this bank has been eroding at the rate of almost
4 feet per year for over 100 years. At the sewage treatment plant fill is
being dumped and protected with broken concrete riprap to check this loss.

6. Most of the lake frontage through the city of Kenosha has been
protected by rubble mounds at the base of the bank, concrete seawalls,
timber seawalls, or jetties, or combinations of these types- For 3240 feet
south of the harbor fill has been deposited along shore for a width of about
600 feet out to about the 6-foot depth contour and is protected on the lake
side by rubble stone placed between two rows of round piles. The northerly
1030 feet is occupied by an industrial plant, and the remainder is public
park. All this city -frontage was subject to severe erosion before it was
protected.

7. North of Kenosha Harbor the Simmons Island Park extends to about
44th Street, a distance of about 2,150 feet and has a good sandy beach
formed by accretion and artificial fill. This beach is about 125 feet wide.
.A precast concrete block jetty located about 1,100 feet north of the harbor
pier has held the sand deposited south of the jetty at a shoreline about 20
feet lakeward of that on the north side. A concrete walk along the bank
line shoreward of the beach extends about 625 feet north of the jetty and
there has been some erosion at the northerly end where the beach width
decreases to about 50 feet. The remainder of the frontage north to 44th Street
has been protected by placing large stones along the shoreline. Along this
frontage of approximately 1000 feet there is no beach or foreshore. The
bank slopes up gradually to an elevation ab'out 12 feet above lake level.
A bulkhead of rows of wood piles with stone fill protects the shoreline from
44th to 38th Street, about 1/2 mile, and artificial fill has been placed
shoreward of the bulkhead for public park use as part of John F. Kennedy
Memorial Park (formerly Lake View Park). This fill extends about 250 feet'
lakeward from the shoreline to the south and north.

8. Penoyer Park extends along the lake from 38th Street north to the
mouth of Pike River, about 1700 feet. Along this frontage there is a sand
beach about 50 feet wide that has been partially protected from erosion by
five stone jetties. These are now in poor condition from settlement and
displacement of stone so that the tops of the stone are only slightly above
or below water level. The lake bank along this section slopes up from the
high water line gradually to an elevation about 11 feet above lake level.
For about 1/2 mile north of the mouth of Pike River the sand beach continues
with a width of 50 feet or more and has been partially protected with
several precast concrete block jetties. These have been fairly effective in
holding the beach but have not caused any ma:jor accretion on either side.
The bank here is sandy and slopes up to about 14 feet above lake level.
This frontage is in Alford Park. The remaining park frontage north to 18th
Street, about 1/2 'mile, also has a sandy beach 50 to 175 feet wide with
fairly steep banks up to 32 feet in height. North of the city limit the high
steep bank continues close to the lake shore with little or no beach at the
base of the banks. Houses have been built close to the top of the slope and
attempts have been made to check erosion by placing heavy stones or broken
concrete at the foot of the banks. (See photo No. 8, App. A). However,
.there is evidence of severe bank erosion. This condition of steep clay
banks 25 to 30 feet high close to the lake shore with very narrow sand or
gravel beaches extends north to the Racine-Kenosha County line. At various

points heavy concrete walls built to protect the banks have been destroyed
by wave action. Broken concrete, logs, brush and debris of many kinds has
been dumped over the banks at various points to retard the erosion. Short
jetties or groins of rock at intervals along parts of the frontage are in
poor condition and appear to have had only minor effect on the beach erosion.

Racine County Shorelands

9. The lake bank for about one mile north of the Racine-Kenosha County
line is generally about 35 feet high above the lake level and located close
to the shore. Beaches are only 15 to 40 feet wide and beach materials are
mixtures of sand, gravel and stones. Banks are steep, with about 4 on 5
slope, but are generally brush covered with little recent bank caving.
(See'photo No. 5, appendix A). This frontage has been protected by a series
of about 26 groins constructed approximately perpendicular to the shoreline.
These jetties vary in length from 30 to 174 feet, with many 100 to 135 feet
long, and are spaced at intervals of about 80 to 300 feet. Top elevations
vary from 1 to 7 feet above low water datum. Many of the groins were timber
piling with wood sheeting built about 45 years ago by Racine County and
these are largely destroyed. A few jetties of precast concrete blocks,
broken concrete, or rock are in fair condition. Timber or concrete retain-
ing walls built at the bottom of the sloping lake bank along about 450 feet
of the frontage generally are in poor to fair condition, with walls over-
turning or bank materials sliding over the top of the walls. The jetties
appear to have checked the rate of bank erosion but have had little effect
in building beaches.

10. The bank for about three-fourths mile from Chicory Road north to
the J. I. Case plant continues about 40 feet high with steep slope close to
the lake shore. Most of this reach was protected about 45 years ago by the
County with two rows of round wood piles about 10 feet apart with stone fill
between the rows. Much of this has been destroyed by wave action. The banks
have caved off extensively during high water periods. The present beach is
about 15 to 20 feet wide and generally strewn with rocks. Scattered old wood
piles about 50 to 75 feet off shore appear to be the remains of a bulkhead
structure built about 45 years ago to protect the shore from erosion. Most
of the wood piles are now gone and the stone fill buried in the lake.bottom.
Large stones have been placed at the base of the bank near the present shore-
line but the erosion generally has progressed up to 15 to 20 feet shoreward
from these large stones and most of them are nearly buried in the sand.

11. Just south of the Racine city limit the J. I. Case industrial plant Ilk
occupies about 3,225 feet of lake frontage, from Larson Avenue north to 24th
Street. About 900 feet of this frontage was bulkheaded by the County in 1922
with a double row of round piles with fill between these rows, but this
structure has been destroyed by wave action and erosion and the remains are
some distance off shore and of no present value as a shore protective struc-
ture. The shore recession has been quite rapid along this frontage with an
estimated loss of 511,000 cubic yards of materials in a 77 year period, or
the equivalent of about 1.75 feet of bank per year. Part of this frontage
has been protected by a steel sheet pile bulkhead, but where there is no
protection rapid erosion continues.

12. North of the Racine Harbor breakwater North Beach is a wide sand
beach with a width of about 450 feet near the breakwater gradually decreasing
to about 100 feet at Lake View Park, about 3,000 feet north. The glacial
till bluff is about 40 feet high and has a steep slope of 40 to 70 degrees.
In 1948 following several high water years the city built a concrete
retaining wall at the base of the bluff extending from about 800 feet to
about 2590 feet north of the harbor. This wall with top level about 5 feet
above low water datum served to check the rapid erosion of the bluff by wave
action. In the next 2.5 miles north the height of the bluff gradually
decreases to about.25 to 30 feet to the south side of Shoop Park, about one
mile south of Wind Point. The bluff along this reach.of shoreline is steep
and the beach of sand and fine gravel is generally narrow. Along this front-
age some 43 groins were built by the county, city and private interests
during the period from 1920 to 1949 to check the bluff erosion. These groins
were of various types including wood piling, rubble mounds, large stones laid
flat, precast concrete sections, and mass concrete. They varied in length
from 25 to 191 feet and in top elevation. The wood pile groins first con-
structed by the county have generally decayed and largely disappeared. The
stone and concrete groins are in various states of repair, with many sections
settled or displaced by wave action, with loss of effectiveness as bluff pro-
tection. About 500 feet of concrete retaining wall near the north city
limits was constructed by private interests. At Wind Point the shore is
flat and from 5 to 10 feet above low water datum. Along the Shoop Park
frontage south of Wind Point the city of Racine, in 1939, built four permeable
concrete groins 104 to 375 feet long with tops 4.5 to 5.5 feet above datum.
These have been fairly effective in checking the bank erosion near the south
end of the park.

13. The beach around Wind Point is fairly wide and is composed of gravel
with ledge rock exposed at various points at about lake level. The lake
bluffs north of Wind Point increase from about 30 feet high 2000 feet north
of the Point to about 100 feet high at the Milwaukee County line about 5
miles farther north. Numerous houses have been built relatively near the
top of the bluffs for about 1.5 miles north of Wind Point and there are many
homes along the next 3 miles north., Old records show that this shoreline has
been subject to rapid erosion in the past, and similar erosion is continuing
although at a somewhat slower rate due to the generally lower prevailing lake
level. In a report on "The Physical Geography of Wisconsin" issued by the
Wisconsin Geological and Natural History Survey in 1916 the following state-
ment on the wave-cut bluffs is made: "The bluffs along Lake Michigan are
still being cut back. It is well shown *** at various places between Milwau-
kee and Racine, where wave-cut cliffs retreated one to six feet a year along
the whole coast lines of two counties between 1836 and 1874. *** This
cutting helps keep the bluffs steep. The beaches at the cliff base are
narrow, for the lake currents.carry the eroded material away." The Corps of
Engineers, U. S. Army, in a 1952 report on "Racine County, Wis., Beach
Erosion Control Study" published as House Document No. 88, 83rd Congress,
lst session (Reference 8), reported on this lake frontage as follows:
"From a half mile north of Wind Point to within 1.5 miles of the Racine-
Milwaukee County line, the top of the bluffs averages 40 feet above low-
water datum. For the northerly 1.5 miles to the county line the bluffs are

from 60 to 100 feet in elevation. The bank profiles are very steep as the
result of heavy undercutting and eroding of the banks and average a 1 on I
slope. The beach has an approximate width of 50 feet and an average slope
of about 1 on 10. Available data indicate a lakeward movement of offshore
contours, and the lake bottom profiles range in slope from 1 on 40 to 1 on
50. *** the extent of bank recession may be derived with fair accuracy by
measurement along section lines from the nearest section corner to the lake
bank as shown on maps prepared in the years 1836-and 1874, and from aerial
photographs taken in 1946."

The recession of the bluff-at various section lines was
given as shown in the following Table No. I

Table - 1

Bluff Recession in Racine County, Wis., 1836-1946

Section corner Annual 'loss, in feet
to bluff crest Locality 1836-'74 1874-194

Township of Caledonia:
North line of sec. 6 Racine-Milwaukee County line 4.17 4.07
North line of sec. 7 2.14 2.87
West line of sec. 8 )Between Racine-Milwaukee 0.83 0.74
North line of sec. 17 County line and 3.09 1.34
West line of sec. 16 Wind Point 1.93 0.50
North line of sec. 21 1.88 1.43
West line of sec. 22 1.67 2.41
North line of sec. 27 Wind Point .00 1.31
North line of sec. 34 Three-Mile Road 0.99 1.68
West line of sec. 34 East side Vincenne's Circle 2.61 2.78
South line of sec. 33 Melvin Ave. 2.66 0.31

Township of Mount Pleasant:
North line of sec. 4 Melvin Ave. 2.66 0.31,
North line of sec. 9 St. Patrick St. 1.42
North line of sec. 16 Seventh Ave. 10.77 -
North line of sec. 21 Between 16th and 17th Sts. 5.64 0.62
North line of sec. 28 Durand Road 1.84 98
West line of sec. 28 10.99(1)- 1,
North line of sec. 32 Chickory Road 4.26 0.72
South line of sec. 32 Racine-Kenosha County line 3.25 2.92

(1) Equivalent to about 21.5 feet normal to shoreline.

Adjusting the annual losses as given in the table above to indicate bluff
recession normal to the bluff crest the Corps of Engineers reported the
following average annual rates:

Table - 2

Bluff Recession Normal to Bluff Crest

Racine County, Wis. 1874-1946

Average rate
Section of lake shore per year.
Linear Feet

Milwaukee-Racine County line to Wind Point 1.6

Wind Point to North Breakwater, Racine Harbor 0.8

South Breakwater to Racine-Kenosha County line 1.2

Entire Racine County bluff line 1.2

The yearly average losses by the bluff erosion indicated in the above
Table No. 2 amount to about 8,500 square feet of area and about 19,500
cubic yards of volume per year per mile for the lake shore of about 5.25
miles from the Milwaukee-Racine County line to Wind Point. The loss from
the lake shore south of Racine, from about 2 miles of frontage between
Durand. Road and the south county line was about 2,200 square feet of area
and 10,500 cubic yards of volume per year per mile.

Milwaukee County Shorelands

14. The entire area of Milwaukee County is in incorporated municipalities
and the statute requiring shoreland zoning noted in paragraph 2 does not
apply to such areas. For that reason no description of the lake shore in
Milwaukee County is included in this report. Much of the county shoreline
has been protected from rapid erosion by wave action by off-shore break-
waters; revetments, bulkheads, land fills, etc., along the shoreline. Just
north of the south county line an electric power plant has been constructed
with a bulkheaded land fill extending about 900 feet lakeward from the
shoreline and shoreline revetment extending about 2,000 feet to the south.
These structures may have some deleterious effect on the northerly part of
the Racine County shoreline by preventing a continued supply of littoral
drift material.

Pzaukee County Shorelands

15. The southerly 6 miles of lakeshore in Ozaukee County is in the
incorporated city of Mequon. The high steeply sloping lake bank varies from
about 90 to 140 feet in height and generally slopes at 35 to 45 degrees.
The beach varies from about 20 to 150 feet in width. Along many 'sections
any appreciable wave action causes rapid erosion at the base of the bluffs
and causes numerous local land slides from materials higher up the slope.
The bluff for about 4 miles north of the Mequon city limit is about 120
feet high and-has a very steep slope of about 30 to 45 degrees. The beach
is 20 to 50 feet wide and stony with wave action cutting at the base of the
high bank at many points. Most of theslopes are covered by brush or small
trees, but there are areas showing evidence of fairly recent slides and
frequent small benches on the slopes showing evidence of older land slides.
With easterly winds and only moderate wave action against the shore the lake
water is discolored by red clay in suspension for several hundred feet off
shore, evidence of continuing bank erosion., The high bluffs are cut by
many deep gulleys extending inland for 1/4 to 1/2 mile. Banks of these
gullies are usually overgrown with brush and trees. The steep bank con-
tinues about 100 feet high with narrow beach for about 3 miles to the south
limit of Port Washington.,

16. For about 2.5 miles north of Port Washington the red clay lake
bluff continues about 100 feet high and with slope of about 1 on 2 (260 34')
or steeper. The beach generally is narrow and most of the bluff is brush
covered, but there are areas of freshly caving bank and evidence that slides
-and erosion of the bank were common when the lake level was at a high stage.
About 2.5 miles north of the city at the outlet of Sucker Creek the high bank
is back about 200 to 300 feet from the lake shore for about 1,500 feet and
there is a fairly level terrace about 14 feet above lake level on which
several cottages have been built both north and south of the creek. North
of this terrace the high bluff is again close to the lake shore, and about
70 to 80 feet high, for about 1.75 miles, with a beach about 30 feet wide and
numerous boulders scattered on the beach and in shoal water off shore. (See
photo No. 6, App. A). About 3/4 of a mile south of the north line of Port

10.

Washington township (T II N) the steep bluff again recedes from the lake
shore and there is a fairly level terrace about 14 feet above lake level and
200 to 500 feet wide back to the bluff, which here is about 50 feet high and
moderately steep, and extends about a mile. Beginning near the north end of
the Port Washington Golf Club grounds and continuing about 2 miles north to
near the old quarry in Section 19 of Belgium Township (T 12 N) there is a
sand beach about 125 feet wide with a sloping sandy lake bank 10 to 15 feet
high with a fairly level terrace extending back'400 to 800 feet to a second
sloping bank about 30 feet high beyond which is a second fairly level terrace.

17. The lake frontage along Section 19, 1.5 miles east of Lake Church,
has a gently sloping beach of fine sand about 125 feet wide with the lake
level at low-water datum, with an off-shore under-water slope of less than
1.0 to about 1.5 feet per 100 feet. There are scattered large boulders in
the water. (See photo No. 7, App. A). The sand bank slopes up gradually
to about 12 to 15 feet above lake level. Near the center of the section an
old stone quarry is water filled, forming a 23 acre lake about 200 feet back
from the Lake Michigan shore. In the area around the quarry the ledge rock
is within 3 or 4 feet of the surface. Most of the area around the quarry is
covered with trees and brush. East of the quarry an old timber crib, stone
and earth filled pier extends out about 200 feet from the shoreline. This
pier, formerly used for barge shipments of stone, has been abandoned for
many years. Some large boulders are scattered along the sand beach. Except
for some old buildings at the quarry and an old lime kiln at the north end
of the section, there are no cottages along this frontage.- Development of a
State Park along this lake frontage has been authorized.

18. The remaining 3 miles of lakefront north to the Ozaukee-Sheboygan
County line has a fine sand beach about 40 to 80 feet wide with a gradual
sandy slope for an additional 75 to 100 feet to about 8 to 10 feet above
lake level with a fairly level terrace 600 to 1000 feet wide back to a
fairly steep bluff about 30 feet high. Numerous cottages and homes have
been built along this frontage close to the top of the lakeward slope. (See
photo No. 8, App. A).

Sheboygan County Shorelands

19. The shoreline for about 3.5 miles north of the south line of
Sheboygan County has a sand beach about 30 to 50 feet wide to the weed line
with continuing gradual sand slope for about 100 feet to a level about 14
feet above the lake with a fairly flat terrace from that bank back about 800
to 1000 feet to a second steep bank about 30 feet high. The beach sands are
porous, wind blown fine sands easily moved by waves or winds. The lower
terrace soils vary considerably but consist generally of mixtures of fine
sand, silt loams, or silty clay loams. In some low or pocketed areas they
are poorly drained, with high water tables. The lower flat terrace is
occupied by many lakefront homes and cottages generally built within 50 to
100 feet of the top of the outer lake bank. (See photo No. 9, App. A).

20. Between Idlewild Beach, 4 miles north of the county line, and the
south end of Terry Andrae State Park, about 4 miles, the sand beach slopes

up gradually to an outer bank.about 10 to 12 feet above lake level with a
gradual rise to some gravel and sand ridges about 20 feet above lake level
and 700 to 1400 feet back from the lake shore. Beyond these ridges the
level drops again to the Black River Valley, where the river flows northeast
nearly parallel to the lake shore and about 2000 feet inland. Many cottages
and homes are built on the outer ridges along the lake shore.

21. Between Terry Andrae State Park and the mouth of the Black River,
about 3.5 miles, the sand beach is generally 20 to 50 feet wide to the wave-
wash or,weed line, slopes up gradually to irregular sand ridges 10 to 15
feet above lake level 100 to 200 feet back from the shoreline, and uneven
slope with scattered sand ridges back 200 to 1400 feet to a level 20 feet
above the lake.. From Black River Point to the Black River the lake bank
and most of the adjacent higher sand ridges are occupied by substantial
homes. North of the Black River for about 0.5 mile to the Edgewater Electric
Power Plant near the south limits of Sheboygan the lake shore area is fairly
flat and poorly drained, the flat area extending back one-half mile or more
from the lake at a level about 10 feet above lake level. The soil here is a
silty clay loam.

22. From Sheboygan northward for about 9 miles to the village of Hika,
east of Cleveland, fresh red clay bluffs from 40 to 60 feet high are close
to the lake shore. (See photos Nos. 10 and 11, App. A). The sand or mixed
sand and gravel beaches are generally narrow, about 10 to 25 feet wide, with
some additional flat slope in 40 to 80 feet to the base of the steep bluff
which generally slopes 35 to 45 degrees. There are many evidences of fresh
earth slides due to erosion at the base of the bluff, with indications that
bank failures were more frequent during years-when the lake level was higher,
allowing wave impact directly at thebase of the bluff. Shoreward from the
top of the bluff the land is generally quite level,. permitting cultivation
to within a few feet of the*bluff crest. Frequently cracks or depressions
can be noted in the surface near the bluff indicating pending bank failures
following saturation by heavy rains or additional erosion at the bottom of
the bank.

Manitowoc County.Shorelands

23. At Hika in Manitowoc County 1.5 miles north of the south county
line the high bank recedes to about 800 to 1000 feet from the lake shore
for about one mile and there is a lower bank about 12 to 14 feet above lake
level along the lake front with a fairly level terrace between the two banks.
For a short distance south from the mouth of Centerville Creek there is a
wide beach area, about 100 feet wide with lake at low-water datum, of sand
and gravel with a scattering of larger stones. This beach slopes up to the
high water and wave-wash line at the base of the low gradual sloping lake
bank. A number of homes and cottages have been built on the level terrace,
some of them quite near the lakefront bank. At the westerly limit of the
level terrace there is a steep clay bluff rising to about 50 feet above lake
level.

12.

24. Beginning about one mile north of Hika and extending for about 9
miles to the south limits of Manitowoc the steep freshly cut lake bluff
closely follows the lake shore with only a narrow beach usually only 20 to
40 feet wide at normal stages. Wave action during storms and at high lake
levels extends to the base of the high bank in many places so there is con-
,tinuing bank erosion and undercutting of the slopes. The bank is cut by fine
cracks and numerous deep gulleys cut back several hundred feet from the main
bank face. The debris eroded from these gulleys is carried along shore by
wave action and forms sloping deposits.at the base of the steep banks extend-
ing to about the up-wash line of high water wave action at about 8 to 10 feet
above lake level. (See photos Nos. 12 and 13, App. A). The main banks are
usually from 30 to 60 feet above the lake level, increasing to about 80 feet
3 miles south of Manitowoc. (See photo No. 14, App. A). Sand frequently
occurs at the top of the bank, above the red clay formation and the surface
is quite rolling. Near Northeim., at about the center of this 9 miles of lake
frontage, the stratified sands are from 3 to 20 feet thick and the surface
topography is decidedly morainic. At the highest bank section south of
Manitowoc the lake is cutting back into the red till ridge, and boulders are
abundant. The height of the bank decreases slightly to about 70 feet at
Silver Creek Park at the south city limits. Along much of this frontage the
high banks have slopes of about 45 degrees and are eroding at many points.

25. The lake.front bank along the three miles of frontage between
Manitowoc and Two Rivers is generally 9 to 20 feet high. The southerly half
is generally clay loam and the remainder dune or fine sand. Much of this
frontage has been protected from erosion by rubble stone revetments, (See
photo No. 15, App. A), to protect the adjacent highway. The Corps of Engi-
neers in a.study of beach erosion for Manitowoc County in 1955 (reference 9)
made a comparison of survey data available for the period from 1870 to 1953
and determined that for this reach of lakefront between Manitowoc and Two
Rivers the entire shoreline had receded, the maximum recession amounting to
about 200 feet. The average rate of recession was estimated as 1.0 foot per
year, with a total volume of material eroded of about 10,400 cubic yards pet
year. A Wisconsin Geological Survey report in 1907 (reference 10) estimated
the average rate of bluff recession for the red clay bluffs north of Mani-
towoc Harbor as being over 5 feet per year. This was reduced to 1.0 foot or
less per year after the construction of 4,800 feet of offshore wood piling
northward from'the harbor in 1905. This has been supplemented by additional
pile shore protection and permeable concrete groins and bank revetment in
the vicinity of Little Manitowoc River, about 0.75 mile north of the harbor,
in 1925 and 1940. Artificial fill also was placed to reclaim shore area.
About 2.25 miles of this 3-mile lake shore is owned by the county. For most
of the distance state highway 42 is close'to the top of the bank which has
been protected with stone as noted above to stop continued erosion. Areas
between the highway and lake bank have been landscaped as park areas, or
improved as waysides and parking areas where travelers may stop and view the
lake.

26. Northeast of Two Rivers to Rawley Point Lighthouse, a distance of
about 4.5 miles, the lake shore area is a series of sand dunes extending

13.

back to the highway 2,000 to 3,000 feet from the lake. These dunes range
from 10 to 20 feet in height above lake level and most of the area is covered
by forest growth. Fine sand beaches along this frontage vary from about 200
feet wide just north of the city to about 60 feet wide at Rawley Point with
the lake level about one foot above datum. Sand dunes slope up unevenly for
100 to 300 feet to a level generally 10 to 15 feet above lake level. (See
photo No. 16, App. A). Similar sand beach and banks-extend about 1.25 miles
north of Rawley Point. With the exception of about 0.8 mile north of the
City this entire frontage is in the Point Beach State Forest. The Corps of
Engineers study noted previously (reference 9) found an average recession of
the shoreline for about 3.6 miles north of Two Rivers of about 0.7 foot per
year during the 1870-1954 period. The 1907 report (reference'10) noted rapid
cutting back into the sand banks north of the lighthouse. The recession
continues although at a somewhat slower rate because of generally lower lake
levels.

27. For about three miles north of the Point,Beach State Forest the
generally sandy banks, mixed with silt loams, continue in irregular ridges
near the lake shore with tops'generally 10 to 20 feet above lake level.
Beaches are sand and fine gravel and generally about 30 to 50 feet wide to
the wave wash line and some additional slope for 20 to 50 feet to the base
of the main bank. The banks have fairly flat slopes and are usually weed or
brush covered, although in some areas caving banks and bare wind-blown sands
are visible. (See photos Nos. 17 and 18, App. A). At some points there is
a level beach or terrace several hundred feet wide from the lakeward bank
back to the base of a second bank about 10 feet high. A few scattered build-
ings are generally 75 feet or more back from the top of the outer lake bank.

28. About two miles south of Two Creeks and continuing about 3.5 miles
to the north line of Manitowoc County the lake bank close to the lake shore
is about 20 feet high and has slopes of nearly 45 degrees at many points.
The sand and gravel beaches slope quite rapidly to the wave wash line in a
width of 20 to 50 feet. Material caving off the slopes is usually found along
the base of the bluffs, although rapidly eroded by wave action during major
storms or at high lake stages. South of Two Creeks a buried forest bed is
found in the freshly eroded lake cliff. This bed is found above laminated
red clay extending about three feet above the water. Above this is a dis-
tinct bed of peat, logs, stumps and other forest materials, which*are covered
by a layer of stony red till about 12 feet thick. The caving of the lake
banks due to erosion at the base is clearly evident in photos Nos. 19 and 20,
Appendix A. A nuclear powered electric generating plant is being erected on
the lake shore about 2.miles south of Two Creeks.

Kewaunee County Shorelands

29. At the south line of Kewaunee County the lake shore is an eroding
clay bluff about 40 feet high with beds of sand at various levels. The top
portion of the bluff is almost vertical, indicating recent slides. The
average bank slopes exceed 45 degrees. Materials sliding from the bluff are

14.

banked at the base of the steep slopes and in places are being rapidly eroded
by wave action. The sandy beach, with some gravel, is about 30 feet wide.
Bluffs of this kind continue north about one mile and then are cut in the
next mile by two drainage channels and a creek outlet at Sandy Bay, with
stream terraces at the outlets of these channels, and the high banks back
several hundred feet from the lake shore. The bluff along the remaining six
miles to the south city limit of Kewaunee is close to the lake shore and
increases in height from about 40 feet to 80 feet as it approaches the city.
Several small but deep drainage outlets cut through the bank along this reach.
The banks are very steep, probably approaching slopes of I to I or steeper.
Sand beaches vary from 20 to about 75 feet wide at mean lake stage and
generally are quite flat so that at high lake stages and during severe storms
wave action may reach the base of the bluffs causing rapid erosion. At some
points there are level berms along the high lake bluffs at a level about 15
feet above the lake, probably the remains of old shorelines at higher lake
stages. Some of the smaller benches on the slopes may be the lowered surface
after massive earth slides occurring as the result of rapid erosion during
periods of high lake levels. A few houses have been built within 50 to 100
feet from the top of the bluff. (See photos Nos. 21 to 24, App. A).

30. The lake bluff for about two miles north of the Kewaunee city limit
is a steep bank of a mixed sand, gravel, clay glacial till 50 to 60 feet high,
with numerous large boulders in the bank and along the beach. (See photos
Nos. 25 and 26, App. A, showing a typical bluff). Beaches are very narrow
and sto3y. Banks slope at nearly 45 degrees and are generally eroding.
Masek Creek cuts through the 40-foot bluff two miles north of the city with
terraces along about one-half mile of frontage at about 17 and 35 feet above
lake level. North of this for about 4 miles to Threemile Creek the bluff is
close tothe lake shore and from 40 to 60 feet high and slopes at about 35
to 40 degrees withnear vertical faces near the top of the slope at some
points. (See photo No. 25, App. A). Gravel beaches along most of this
frontage are narrow, or about 20 feet wide to the wave-wash or weed line with
additional slope of 3 or 4 feet in about 20 feet to the base of the bluff
where erosion undermining the slope obviously has occurred during storms and
high water periods.

31. For about one-third mile north of Threemile Creek, which is about
3 miles south of Algoma, there is a coarse gravel beach sloping up about
3 feet in 20 feet to the base of the steep bank which slopes at about 45
degrees to a height of 20 feet or more. (See photo No. 26, App. A). The
bank is of stratified sands and gravel mixed with red clay. North of this
for about 1.75 miles to the south limits of Algoma the coarse gravel or stony
beach slopes about 3 feet in 20 feet to the weed line and about 5 feet addi-
tional in 60 feet to a fairly level terrace about 8 or 9 feet above lake level
and 225 feet, more or less, wide back to an 8 to 10 feet steep slope just east
of the highway. (See photo No. 27, App. A). Several cottages are located
close to the top of the lower lake bank. Filling along the shore and for the
highway has altered natural conditions in this area. Until recent months a
portion of the terrace just south of the city was used as a city dump.

15.

32. The beach for about 0.5 mile south from the south city limit of
Algoma is narrow and stony but the banks are about 25 feet high and steep,
sloping at about 45 degrees, and show evidence of recent erosion with little
brush cover. The adjacent land is fairly level cultivated fields.

Just north of the city limit of Algoma the lake bank is close to the
shore, and there is a relatively narrow beach about 15 feet wide with 2 to 3
feet of slope between the present shoreline and the base of the bank. The
beach material is heavily mixed with broken stone., gravel, and boulders. A
deep gully cuts through the bank near the city limit at Bay Road. Banks
increase in height from about 15 feet adjacent to this drain to about 25 feet
in the next 200 feet and then continue north at about Lhat 1 evel with some
minor variations. The banks to the north slope at about 35 degrees and are
generally brush covered. (See photo No. 28, App. A). The surface soil is a
grayish-brown loam containing considerable silt with some organic matter,
some rock fragments, and a small amount of gravel in some area's. The sub-
soil consists of brownish-red clay loam containing rock fragments, with some
gravel deposits and a large number of boulders. Apparently there has been no
substantial bank erosion in recent years due to wave action; although there
are some eroded banks along the minor drainage channels leading to the lake.

33. The lake bank for about 1/2 mile north of Algoma is 'Similar to that
just described. In the next 1.5 miles to the north to the mouth of Silver
Creek the higher bank gradually swings back to about 700 feet from the lake
front and lower sand dune type banks about 6 t 'o 10 feet high follow close to
the shore. The area between the immediate lake bank and the higher banks is
irregular sand dunes and peat deposits with scattered brush cover. The gravel
beach that is now about 15 to 20 feet wide to the base of the outer sand dune
ridges apparently is subject to erosion by wave action depending.on stage of
the lake and direction and severity of storms. Similar shoreland extends for
about 3/4 mile north of Silver Creek and the bank about 25 feet high then
returns to near the lake shore for about one-half mile north to an intermittent
drain cutting through to the lake. The outlet of this gully has been blocked
at the lake bank line with a dam of large loosely placed boulders to check the
continued enlargement of the gully and undermining of cottages placed close to
its banks. Several short stone je *tties have been built for shore protection
to the south of this gully. Along the next mile north to the mouth of Stony
Creek the high bank is back 300 to 500 feet from the lake with the immediate
lake bank only about 8 to 15 feet high. The beach is 15 to 50 feet wide and
-composed of sand, but there are many large boulders in the water offshore.
Several cottages have been built near the lake shore along this section and
the base of the bank has been partially protected by loose stone riprap in
front of the cottages. The banks slope at about 45 degrees and appear to have
eroded during high water periods. Tree cover generally extends lakeward to the
top of the bank slope. Some cottages are built well back from the lake shore
near the top of the higher bank. About 1/4 mile south of the county line and
just south of the mouth of Stony Creek there is a caving bank about 10 feet
high and a beach of coarse gravel only about 10 feet wide.

16.

Door County Shorelands

34. About 1/4 mile north of the Kewaunee-Door county line there is a
narrow stony beach only about 10 feet wide to the high water line and the base
of a stony bank about 6 feet high and sloping at about 25 degrees. A cottage
is located about 100 feet from the lake shore. The main lake bank for about
one-half mile is again back as far as 700 feet from the shoreline with a
fairly level bench between the two banks. At La Salle Park a mile north of
the county line the sand beach, with scattered large boulders, is about 40
feet wide to the high water line at the base of a bank about 10 feet high and
sloping at about 45 degrees. From the top of this low bank the level ground
extends back about 250 feet to the base of a steep bank about 50 feet high with
timbered slope. This flat terrace continues north for about one mile to the
mouth of Bear Creek. The northerly one-half mile of this frontage is occupied
by about a dozen small summer cottages built generally about 75 feet back from
the lake shore. The fore-shore is about 25 feet wide back to the high water
line and is covered with stones up to about 6 inches in size. The low bank
slopes up 6.to 8 feet in about 25 feet to the general flat terrace area
extending back to the high bluff. A few country homes are built back some
distance from the lake shore on this flat area.

35. At Clay Banks, between Bear and Schuyler Creeks, most of the lower
terrace has been cut away by wave action eroding the red clay bank. The high
bluff line is close to the lake shore and has a height of about 70 feet above
lake level with only a narrow remainder of the lower level terrace at the base.
North of@ Schuyler Creek the high lake bluff again recedes to several hundred
feet from the lake shore and is from 70 to 90 feet high and very steep. At
about one mile north of Schuyler Creek the bank is cut through by Woodard
Creek. North of this creek for about 2.5 miles the distance from the lake
shore to the main high bank gradually increases to about one mile. There are
fairly continuous ridges with top elevations about 24 and 27 feet above the
lake at about 800 and 1500 feet back from the shoreline, with a peat bog about
ten feet above the lake between the outer ridge and the shore. A sandy beach
with some fine gravel slopes up to the high water line in about 50 feet from
the shoreline. Banks are tree and brush covered. There is very little use
of this area for cottage sites or other development.

Rocky Point is about 1.75 miles south of the entrance to the
Sturgeon Bay Canal. At this point ledge rock is exposed at the shoreline and
top of the ledge is about 10 feet above lake level. (See photo No. 29, App. A).
The tree covered bank slopes up to 20 feet above lake level in about 500 feet
and then remains fairly level back nearly a mile. South of Rocky Point for
about 1.5 miles the lake bank is about 10 feet above lake level and slopes up
to about 20 feet above lake level in 1500 to 2000 feet. The beach of coarse
gravel and stones is about 60 feet wide. A group of cottages occupies about
one-half mile of.the frontage about 1.5 miles south of the Point. For about
one-half mile north of Rocky Point the ledge rock is at or near the surface
along the lake shore with the top of the ledge a little above the high water
level and only a thin covering of glacial drift. The beach which gradually
widens north of the Point, consists chiefly of gravel and limestone chips,

17.

except for about one mile south of the piers at the canal entrance where sand
accreting has formed a sand beach up to 125 feet wide at mean lake stage.'
North of the Point for about a mile and one-half to the Canal the shore back
of the lakeward sand ridge is occupied by a continuous row.of cottages. This
outer ridge is about 8 feet above lake level and the adjacent land rises very
gradually to the west to an elevation about 20 feet above lake level in about
1000 to 2000 feet. This area is timber covered.

37. North of the easterly entrance to the Sturgeon Bay Canal for about
two miles to Portage Point the lakeshore is generally sandy.with beaches 15
to 25 feet wide and gradual slopes up sand banks to about 8 feet above lake
level in about 75 feet. The lakeshore continues sandy for about 6 miles
between Portage Point and Whitefish Point with sand beaches 20 to 30 feet wide
and sandy slopes 75 to 100 feet back to sand dunes 10 to 30 feet high. (See
photo No. 30, App. A). Much of this frontage is occupied by about 160 summer
homes.or all-year homes built 50 to 100 feet back from top of the outer slope
of the sand dunes. Most of the area back from the principal lake bank is
tree covered and swampy. About 2 miles of this frontage, in sections 31, 32
and 33 from I to 3 miles southwest of Whitefish Point, have recently been sub-
divided into about 170 lakefront lots generally 60 feet wide and varying in
depth from about 250 to 550 feet. Two parallel rows of lots 60 feet wide have
been platted west of the lake front highway T, or Glidden Drive, providing a
total of about 490 lots along this two mile frontage.

38. North of Whitefish Point near the south line o'f section 22 in
Sevastopol Township there is a small sand beach between two points about 1000
feet apart where ledge rock outcrops at the shoreline. Fromnear the north
line of section 22 and continuing for about 1.5 miles around the shore of
Whitefish Bay there is a sand beach generally about 75 feet wide to the weed
line and an additional 100 to 125 feet to the top of the sand dunes at 12 to
15 feet above lake level. This frontage is almost comp 'letely occupied by
cottages built near the top of the dunes. (See photo No. 31, App. A). At
Sevastopol Town Park near the southeast corner of section 3 south of Clark
Lake there is a fine sand beach 100 feet or more in width with fairly steep
slope up into sand dune hills 30 feet or more above the lake. (See photo
No. 32, App. A). About.three-fourths mile west of the easterly end of Cave
Point ledge rock outcrops at the shoreline and a nearly vertical rock face
about 15 feet high is at the shoreline. (See photo No. 33, App. A). Farther
east toward Cave Point the rock ledge is about 10 feet high and there is a
narrow foreshore about 20 feet wide. Near the township line about one-half
mile north of Cave Point ledge rock is at or near the water surface with a
thin sand cover on a narrow beach 15 to 20 feet wide to the high water line
and bank slopes up steeply to about 8 feet above lake level. The area is quite
densely wooded with only 4 few scattered cottages. This frontage around Cave
Point south of the township line is in the Whitefish Bay State Park planned by
the Conservation Division.

39. At the end of Jorns Road near the centerof section 26 about one
mile south of Jacksonport rock ledge in approximately horizontal strata is
exposed at the shoreline and rock banks about 6 feet high are about 20 feet
shoreward from the August, 1967, shoreline. (See photo No. 34, App. A). At

1.8.

Jacksonport near the north line of section 23 there is a sand beach with sandy
weed-covered foreshore about 140 feet wide back to the high-water shoreline
at a sand ridge about 6 feet high. Cottages are built along or back of this
ridge along about 1.5 miles of shoreline.

40. About two miles northeast of Jacksonport, near the center of
section 12, the beach is fine sand about 20 feet wide to the weed line with
gravel slope up to the top of the sand bank about 8 to 10 feet above lake level.
Many cottages are located near the top of the bank with boats beached on the
sand. The lake shore for about two miles between Heins Creek, the outlet
from Kangaroo Lake and Boynton Chapel at the north line of section 32 is
generally rock with only a light cover of 1 to 3 feet of gravelly loam
frequently mixed with rock. Most of the area is covered with trees and brush.
From Boynton Chapel north for about one-half mile there are several cottages
along the lake bank. From near the center of section 29 north about one-half
mile to the County Park at the south end of Baileys Harbor the shoreline is
ledge rock with near vertical face at the shoreline and a roadway close to
the top of the bank which is 8 to 10 feet above lake level. The west side of
the road is completely occupied by cottages. The county park near the south
limit of Baileys Harbor has a few hundred feet of sand beach north of an old
timber, stone and earth pier, and between this main pier and a shorter pier
about 300 feet south. -Just west of the highway at the county park at about
400 feet from the lake shore there is a ledge rock bluff about 15 feet high
and ledge rock is close to the surface out to the shoreline. At about the
center of the village at Baileys Harbor, near the center of section 20, there
is a near vertical ledge rock bluff about 10 feet high at the lake shore.
From the north side of the village for about a mile around the north end of
the bay there is a sandy beach, with portions at a county park and a private
motel and cottage improvements well maintained. The banks slope up
gradually to 8 to 10 feet above lake level and a relatively flat brush and
tree covered peat area apparently overlying ledge rock at a shallow depth.
The northeast corner of the bay at Baileys Harbor is weedy and has loose rock
scattered in the water and along shore, with ledge rock apparently near the
surface over the entire peninsula between Baileys Harbor and Moonlight Bay.
On the east side of Baileys Harbor three small islands are located 1000 to
1200 feet offshore and the surrounding area is shallow, weedy and obstructed
by scattered boulders. Several fishing piers have been built on fills or as
open structures along shore. Almost the entire shoreline of Baileys Harbor is
occupied with cottages built near the top of the sloping banks or rock outcrops
at distances from a few feet to about 300 feet from shore.

41. On the west side of Moonlight Bay ledge rock outcrops at the shore-
line for about one-half mile or more in Section 15. At the north end of the
Bay there is a shallow surface layer of peat over ledge rock. The easterly
side of the Bay has ledge rock in nearly horizontal strata exposed at the
shoreline with the banks stepped up gradually in about 100 feet to an eleva-
tion 10 to 12 feet above lake level. The north end of the Bay is generally
shallow and weedy with many boulders scattered in the water.

42. Ledge rock is to be found near the surface throughout most of the
peninsula between Moonlight Bay and Cana Island. The easterly half of the

19.

peninsula is rough and stony, with tree and brush cover. At the north end of
the small bay west of Cana Island ledge rock is exposed at the shoreline. (See
photo No. 35, App. A) except at the northeast corner of the bay where there
is a sand beach extending along shore several hundred feet in an area reserved
as a county park. The east side of the bay is rocky. Both sides of the
peninsula leading.out to Cana Island are rocky and the narrow fill carrying
a roadway out to the Island is only a foot or so above high water.

43. At a small point near the center of section 35 at the southwest
corner of North Bay ledge rock is exposed at the shoreline and at the north
end of the point stands with a vertical face about 10 feet high at the lake
shore. Cottages on the point are built close to the top of the.ledge. The
bottom is gravel along shore and.in shallow water to the west and a weedy
area extends a considerable distance off shore. On the west side'of North Bay
near the middle of section 22 there is no beach but a muddy shoreline with
weeds throughout the north half of the Bay. The banks slope up gradually to
an elevation about 6 feet above lake level in about 50 feet. Cottages of
medium class have been constructed near the top of the bank along most of the
south and west shores of North Bay. The east.shore of North Bay is generally
gravel or stony, with muddy reaches at various points. Ledge rock is near
the surface.' (See photo No. 36, App. A). The banks slope up gradually to
about 15 feet above lake level and are generally wooded. Water off-shore is
shallow, with weed patches extending several hundred feet off-shore. There
are Very few cottages along this shore.

44. The lake shore along the east side of the point east of North Bay
has ledge rock exposed along shore much of the way (See photo No. 37, App. A)
and adjoining areas are wooded and generally unsettled for about 2.5 miles
north from the point. About one mile of frontage north from about 1000 feet
north of the south limit of section.12 is partly occupied by three groups of
5 or 6 small cottages each. Ledge rock is exposed along the shoreline but
there are small amounts of sand along the shore in short reaches. The banks
are generally only 5 or 6 feet above lake level.

45. At Sand Bay Town Park south of the village of Rowleys Bay there is
a sloping sand beach about 40 feet wide to the tree line and possibly 500 feet
long. A number of irregular low stone jetties have been built along shore to
the south, but are poorly maintained and apparently rather ineffective in
holding'sand along shore. The off-shore area is weedy south to piers near the
center of section 36 used as a base by several commercial fishing boats. Sand
at the Town Park may have been hauled in, and has been graded (or possibly
recently scraped to remove heavy deposits of dead alewives). The shore north
of the improved sand beach is weedy and stony. The wooded area back from the
shore is generally a sandy loam mixed with many stones and generally 8 to 10
feet above lake level.

46. A Fishermen's pier about 290 feet by 40 feet and constructed of
timber, rock and earth east of Sand@Bay, on the southwest side of the point
south of Rowleys Bay, is used by commercial fishing boats. Four storage
sheds for the fishing operations are on shore near the pier. The shore

20.

around the point east of the pier is rocky and slopes up to the tree line in
a short distance. East of the.point north to Rowleys Bay settlement the
off-shore area is weedy and strewn with rocks. At the Rowleys Bay settlement
� small basin for outboard motor boats has been built on the south shore of
� small bay that is shallow and generally weed covered. The shore is gener-
ally quite irregular and rocky. At the settlement ledge rock is exposed at
the shore and in the bank near the road which is about 10 feet above lake
level. Two private fishing piers are located on the northeast side of the
point east of the end of the public road.

47. The shoreline around the north end of Rowleys Bay is generally
swampy and rocky and the offshore waters shallow and weedy. Near the south
line of section 19 at the northeast corner of the Bay the shore is covered
with coarse boulders and slopes up about 8 feet in 50 to 75 feet and more
slowly for another 100 feet to about 12 feet above lake level. The entire
point east of Rowleys Bay is heavily wooded and practically unoccupied. The
shore at the north end of the small bay at the south end of the point east of
Rowleys Bay is exposed ledge rock except for a short reach of sand beach at
the northerly end of the bay. There is one old cottage and two small sheds
near this beach area, and a stone filled crib boat landing constructed about
50 feet off shore is connected to shore by a small stone mound in poor con-
dition. A ledge rock shoreline apparently bounds most of the point with little
cover over the rock. This entire point from the northeast corner of Rowleys
Bay to the north side of Section 16 near the middle of,Europe Bay, with about
4 miles of shoreline including Newport Bay, is in Europe Bay State Park.

48. The west shore of Newport Bay along the south half of section 21
has a sand beach sloping up from the shoreline to the tree line in 30 to 40
feet, with a steeper bank slope up to about 10 feet above lake level and then
a gradual slope to the west. The main point in section 28 south of Newport
Bay appears to be ledge rock near the surface with shoreline exposure along
much of the frontage. A rocky reef extends lakeward from the point for about
one-fourth mile. Along the north shore of Newport Bay ledge rock is exposed
to 6 to 10 feet above water at the lake shore with little or no beach and
trees overhanging the rocky lake.bank.

49. At Ferdinand Hotz Park on the west shore of Europe Bay near the
north line of section 16 there is a sand beach about 50 feet wide sloping up
gradually to the high water and tree line. The sandy lake bank is about 10 to
12 feet high. The shore appears about the same for about one-half mile north
and about three-fourths mile south.

50. The shoreline eas t of Europe Lake from about the middle of section
9 northeast for approximately one mile to the most easterly point of the
peninsula is exposed ledge rock in nearly horizontal strata. The shore is
strewn with large blocks of loose rock and slopes up at about 30 degrees from
horizontal to an elevation about 10 feet above lake level.

51. About three-fourths mile south of Northport the rock ledge at the
shoreline is 12 to 15 feet high and vertical or overhanging. (See photo No.
38, App. A). The lakeshore around the point has been subdivided and several

21.

cottages are located close to the lake shore. About one-half mile south of
the Northport pier there is a sand beach about 70.feet wide with slope of about
5 or 6 feet to the tree line and an additional 6 feet to the top of the first
sand ridge. (See photo No. 39, App. A). About one-fourth.mile south of the
Northport pier the beach is sandy mixed with coarse stones to the high water
line about 20 feet from waters edge. The beach with a mixture of sand and
fine gravel continues north'to the pier. The outer sand ridge is about 9
feet above lake level and 75 to 1100 feet back from the water's edge.

52. The Northport pier near the south line of section 33 is an alter-
nate landing from the ferry boats normally operating from Gills Rock to
Washington Island. The stone filled steel sheet-pile p4er with concrete and
asphalt deck is about 325 feet long and 30 feet wide. North of the pier the
shoreline is stony and slopes up about 3 feet in 30 feet,to the tree line,
and about 10 to 12 feet in 100 feet along the lake bank. (See photo 40,
App. A). About 2000 feet north of the pier the rock ledge approaches close
to the shoreline. Along the north shore of the Door County peninsula in
section 33 west to Kenosha Park and beyond the ledge rock cliffs 25 to 30
feet high and almost vertical form the shoreline with numerous rock obstruc-
tions along the shore. There ar a a few cottages along the half mile of shore
north of the Northport pier and an occasional cottage along the north shore.

Chan gas in'Lake Level Affecting Shorelands

53. The water level of Lake Michigan fluctuates from year to'year and
also from month to month depending upon general weather conditions and other
factors. Stages vary from day to day and even from hour to hour at any
particular point along the lake shore.due chiefly to winds and differential
barometric pressures. The annual and seasonal variations amount to several
feet, and the short period'changes may range up to several feet depending
on the extent or severity of the causative factors and geographic conditions
at the locality involved. Complete records of Lake Michigan levels have been
kept by the United States Lake Survey since 1860, and other earlier non-
continuous records are available beginning in 1836. Evidence from early
years indicates that the lake was as low in the period 1815 to 1830 as it
has been since. About 1830 the level rose approximately 2 feet and fluctu-
ated around the higher level for about 60 years. The following Table No. 3
shows the principal high and low monthly mean stages of the lake in the 107
years of continuous records. The maximum range has been 6.59 feet between
the high of June, 1886, and the low of March, 1964. The greatest range in
monthly average levels in one season has been a drop of 2.23 feet from July
to December in 1871, with an added drop of 0.35 foot in the following 3
months, and a rise of 2.21 feet from January to August in 1943. The lake
level rose 4.97 feet in the period from February 1926 to July 1929 (3 years,
5 months), and 4.45 feet from December 1949 to August 1952 (2 years, 8 months).
The average seasonal range is about 1.1 feet with the lowest and highest
months usually in February and July, respectively. Storms or seiches may
cause temporary changes in the lake level along a particular shore of several
feet. For example, on July 19, 1963, seiches and violent -thunderstorms

22.

caused a reported rise of more than 6 feet at Waukegan, Illinois, and Holland,
Michigan, above the general level prevailing at that time. Rises of about
1.5 feet were reported at Kenosha and Milwaukee at that time. Fluctuations
of the latter amount above or below the prevailing stage are not uncommon
at points along the Lake Michigan shore of the state. Such high stages,
even of relatively short duration, if accompanied by violent wave action
may cause very rapid erosion of exposed banks, or the flooding of large
areas of low lying lake shore lands. According to studies made by the Corps
of Engineers, U. S. Army, based on.a 1903-1952 record, a rise of 1.5 feet
above the general Lake Michigan level prevailing at the time may be expected
to occur at Milwaukee about once in 31 months, and a rise of 2.0 feet about
once in 212 months. A similar study of the 1945-1952 record for Sturgeon Bay
Canal indicated that a rise of 1.5 feet above the prevailing level may be
expected as often as once in 21 months. (Reference 5, Fig. 12).

54. One of the principal natural conditions that control the effects
of wave action on shorelands is the condition of the beach area in the fore-
shore part of the area between the upper limit of wave wash and the ordinary
low water shoreline, and the inshore under-water zone between that shoreline
and the lakeward limit of the breaker zone. Since the upper limit of wave
wash would be greatly affected by the prevailing lake stage, and since a wave
breaks in a depth of water approximately 1.3 times the wave height, the lake
level and the slope of the beach have a major effect on the wave action that
can reach the toe of the bluff to cause erosion and bank recession. The
slopes of the foreshore and inshore areas vary widely with the character of
the beach building materials; foreshore slopes for sand beaches varying from
1 in 10 to 1 in 30, and inshore bottom slopes of 1 in 20 to 1 in 50 being
rather common. Obviously with such bottom slopes a change in the lake stage
of 6 feet might make a difference of 120 to 300 feet in the distance from the
shore at which waves break, and also a change in the height of wave wash up
the bank. There are many places along the lake shore where a rise of 5 or 6
feet in the lake level would bring the still water shoreline inshore to the
base of the main lake bank and permit erosive wave action directly on the
bank slope. In such cases some type of protective structure or armoring of
the bank is necessary to prevent erosion and gradual recession of the bank.

Effects of Lake Level on Flood Plains

55. High water levels of Lake Michigan aggravated by wind and wave
action and by temporary local rises superimposed upon the prevailing lake level
result in overflow of low areas. The flooded areas are generally the low lying
areas near the outlets of tributary streams, where low relatively flat areas
many extend some distance back from the lake shore and upstream along the
channel. In many cases these areas have been developed as part of urban
communities, or as rural residential or resort areas, when lake stages were
at the low side of their range and without a full realization of the proba-
bility of recurring high stages. Some areas are subject to inundation from
the general high stages of the lake alone, while flooding is aggravated and
extended to other areas by local temporary rises and the uprush of storm waves.
(continued on page 24)

23.

Table 3

Lake Michigan High and Low Water Levels
One Month Averages, in feet

High Stage Low Stage
Year
Month Elevation Month Elevation

1861 Aug. 581.79
1869 March 578.46
1871 July 581.10
1872 March 578.52
1876 @July 581.86
1880 March 57 9. 18
1886 June 581.94
1895 Dec. 577.29
1908 July .580.01
1912 March 577.47
1918 June 580.17
Feb. 575.61
1929 July 580.58
1934 March 575.65-
1943 Aug. 579.75
1949 Dec. 576.50
1952 Aug. 580-95
1959 Feb. 575.93
1960 Aug. 579.26
1964 March 575.35

Average level for 107 years (1860-1966) of record 578.69 feet.

Range between highest (June, 1886) and lowest (March, 1964) monthly mean
stages of record 6.59 feet.
Low Water Datum, the plane of reference used by the Corps of Engineers for
harbor work on Lake Michigan, is at elevation 576.8 feet.
All levels are in feet above mean water level at Father Point, Quebec, on
International Great Lakes Datum (1955).

The elevations, shown are the major high and low monthly mean stages. There
have been numerous minor peak and low stages between these principal points
of reversal in the stage trend.

24.

Many residences or cottages along the lake shore are close to the water's
edge and at an elevation such that they might be flooded at high lake stages,
or at least surrounded by water if built on a raised foundation or fill.
Even though these structures may not suffer any major structural damage due
to flooding, there may be considerable hazard to health due to flooding of
septic tanks and seepage fields, flooding of wells or basements, etc.
Generally building in such areas should be prohibited or strictly limited with
adequate flood proofing required. Generally along the Wisconsin shore of Lake
Michigan the low areas at the outlets of tributary streams are occupied by
urban improvements and the low areas generally have been filled to a level
above any but the most exceptional high water. However, in many cases high
lake stages cause backups in storm sewers, and during major storms some backup
onto streets and overflows into sanitary sewers through manholes or by infil-
trating due to faulty sewer lines. This may overload sewage treatment plants
or sewer mains causing basement floodings, by-passing of polluted sewage and
attendant health hazards. In the 1952 study by the Corps of Engineers
(Reference 3) it was found that a high water level of 580.3 feet (IGLD datum
1955) had caused most of the waterfront area near the city of Sturgeon Bay
to be inundated from a few inches up to a foot or more in depth. This
level is below 6 of the 10 high water mean monthly stages listed in Table 3,
and temporary local rises due to seiches and storms would increase the
areas flooded and the depth of flooding. At Kewaunee the low marshy flats
along the river are quite broad, stretch inland for several miles, and are
subject to flooding at high lake stages. Little damage results as these
marsh areas are generally unoccupied. Other small areas near the mouths of
minor streams are subject to flooding for some distance inland but usually
the damage from flooding is small because improvements in these areas have
been limited.

Effects of Wave Action and Currents on Shorelands

56. Storm waves have the most noticeable short-time effect on the
shoreline because of their destructive force and encroachment beyond the still
water shoreline to erode the banks beyond the foreshore. However, other
smaller waves continuing over a longer time may have an even greater effect on
the stability of a shore line. Wave-generated currents transport beach
material, when such material is available, and are an important factor in
beach stability. Material is moved along the beach as littoral drift, as bed
load and suspended load, by wave generated currents. The direction of litto-
ral drift is determined by the angle of wave approach and the direction of the
along-shore currents. The predominant direction of the littoral drift usually
depends, over a long period, on non-storm waves which contain more of the
energy that infringes on a shore than is contained in storm waves of shorter
duration. Waves affecting the Lake Michigan shore of Wisconsin have a fetch
of about 270 miles to the north-northeast, 80 miles to the east, and 70 miles
to the southeast at the southern state boundary; and about 250 miles to the
south, 55 miles to the southeast, and 70 miles to the northeast at the
northerly end of Door County. Wave observations for a continuous period of
about 18 months (2 summers and one winter during 1931-1932) at a station

25.

2 miles east of the Milwaukee Harbor entrance recorded wave heights that
exceeded 3 feet for 38 percent of the time, 5 feet for 15 percent of the time
and 10 feet for one percent of the time. The maximum wave height observed was
14 feet (Reference 7). In a study completed in 1953 by the Beach Erosion
Board (Reference 5), the characteristics of waves occurring at Milwaukee were
determined from synoptic weather charts by hind-casting for the 3-year period
1948-50. The highest wave computed was in the range of 15-16 feet and
occurred in March, 1948. The study indicated that a wave of this height
should occur with an average frequency of once in two to three years. An,
analysis of this hindcast of wave data, together with the wave observations
at Milwaukee previously mentioned, and a 12-year (1939-50) hindcast of storms
producing waves greater than 8 feet in height indicated frequency of occur-
rence of waves as shown in the following table. Waves of 7 feet or more can
be expected at any time of year, although those of greatest height are most
common in fall and winter.

Table 4

Frequency of Occurrence of Waves at Milwaukee

Frequency Wave height in feet

of Wave'
During During ice-free
Occurrence full year period Apr. I Dec. 1

Once each month 8 6

Twice each year 12 8.5

Once each year 13 10

Once each 2 years 15 11

3 16 11.5

5 17 12.5

10 19 13.5

The probable period range of the once-a-year maximum waves would be 4-5

seconds., the probable direction of approach from the east, and the probable

duration of the storm occurrence 5 h ours.

26.

57. The continued action of waves against beaches and lake banks which,
at lower lake levels, would be exposed only to the higher storm waves is the
principal cause of erosion accompanying high lake levels. High lake levels
by increasing the water depth at or near the lake bank or bluff face, permit
higher waves to impinge on the bank or bluff. If the waves reach And impinge
on bluff faces composed of soft or easily erodible materials, undercutting of
the bank may be expected, along with slides making more material accessible
to the waves and resulting in marked recession of the unprotected bank or
beach.

58. The prevailing directions of the wind at Milwaukee by months, and
the mean and extreme wind records, are shown in the followin@ Table 5.

Table 5

Mean and Extreme Wind Records
General Mitchell Field, Milwaukee, Wis. (c)

Mean Prevailing Fastest Mile
Month Hourly Direction
Speed Speed Direction Year
m.p.hr. m.p.hr. (b)

-(a) 26 14 26 26
Jan. 12.9 WNW 62 W 1950
Feb. 12.9 WNW 58 NE 1960
March 13.6 WNW 73 SW 1954
April 13.5 NNE 72 SW 1950
May 12.4 NNE 72 SW 1950
June 10.5 NNE 57 S 1953
July 9.6 SW 59 W 1952
Aug. 4.6 SW 50 W 1949
Sept. 10.8 SSW 62 S 1941
Oct. 11.6 SSW 60 S 1949
Nov. 13.2 WNW 72 W 1955
Dec. 12.7 WNW 62 SW 1948

Year 11.9 WNW 73 SW 1954

(a) Length of record, years.
(b) to 8 compass points only.
(c) Means and extremes are from the existing location, from record through
the year 1966.

This record shows that the prevailing wind direction at Milwaukee for the
months of April, May and June is north-northeast. This is the direction of
greatest exposure of the shoreline from about Manitowoc south and storms from
that direction result in maximum wave disturbances along the shore with re-
sultant heavy erosion of the beaches and lake banks. The surface currents on
Lake Michigan are primarily wind driven. Studies of the currents were made
in 1894 by Mark W. Harrington for the United States Weather Bureau (Refer-
ence 1). Additional current surveys were made in 1955 by John C. Ayers,

27.

et. al., University of Michigan, and E. Bennette Henson, University of
Maryland, for the Great Lakes Research Institute (Reference 2). These
studies indicate that the currents tend to circulate in a cyclonic or anti-
clockwise direction. Currents in Lake Michigan are divided into two cyclonic
cells, one generally south of an east-west line approximately through
Sheboygan, and theother between that line and an east-west line through
Beaver Island. The general pattern of these primary currents seems to persist
with little change. The northern cell is not as intense and the currents.
along the northwestern shores of the lake are weak. There is a marked south-
ward drift on the west'side generally from near Two Rivers Point south.
Temporary changes do occur in connection with seiches and, in the case of the
weaker currents, with wind direction. Even the well marked currents are
modified when strong winds blow for extended,periods from a direction other
than the prevailing one. There frequently are minor circulation patterns
nearshore along the frontage between Wind Point near Racine and Port
Washington, and between Sheboygan And Two Rivers Point, resulting in north-
ward currents in the shallower areas near shore. However, the predominant
currents along the shore are southward.

59. Based on hindcast studies of synoptic weather charts made in
connection with a report on Property Damage on the Great Lakes Resulting
from Changes in Lake Levels (Reference 3), the Corps of Engineers, U.S. Army,
calculated the amount of energy incident on a coast over a long period of
time, and the directions from which this energy comes. Since the direction
of -incident energy determines the predominant direction.of the along-shOre
current, these data in conjunction with data on the subject contained in prior
reports enabled qualitative conclusions to be drawn concerning the directions
of drift along the shores of Lake Michigan. These studies showed that along
the western shore in the vicinity of the horth half of Door County Pe ninsula,
the direction of drift varies to such an extent that its up-coast'and down-
coast components are practically equal. North of Two Rivers to the vicinity,
of Sturgeon Bay the drift is predominantly northward, and to the south of-
Two Rivers it is predominantly southward. In the vicinity of Milwaukee the
drift has a much stronger component to the south.

60. The effects of littoral drift are important to the preservation and
use of the lake shore. With any given lake level, over an extended period of
timeP there will be a balance of forces tending to move material to and from
the beach. Beach sand or eroding bluff material is carried either offshore
or down drift by wave generated currents or forces. The material moved out
of an area by littoral forces is balanced by materials similarly moved into,
the area, assuming there is a source of supply on the up-drift side and no
interfering obstruction to the littoral forces moving the materials. A groin,
for example, might interrupt the alongshore drift and cause accretion on the
updrift side, at least for a period after construction, and might cause
erosion on the downdrift side by obstruction the supply of nourishing material.
A rise in lake levels, upsetting the establ 'ished balance of forces, might
cause more rapid erosion of bluffs and beaches and increase the-amount of
beach material available. However, increased wave action on the beach also
would increase the rate of littoral drift. The first factor would create a
tendency toward beach accretion, and the second toward beach erosion. If the

28.

higher level is maintained for some time the beach would reform with a new
'equilibrium slope, but the foreshore would be moved landward with the new
berm at a correspondingly higher level, and an accompanying loss of shoreland.

Ice Effects on Shorelands

61. The detrimental effects of lake ice on lake shores are due generally
to the wind-driven on-shore movement of floating ice fields broken away from
larger fields by thawing or wave action. The drifting ice can damage shore
structures and destroy vegetation, move sand or stones from beaches, or dump
sandl rock, or other debris on beaches. At high lake levels the ice cakes
churned by wave action, or driven ashore by strong winds may gouge out sand or
other erodable materials from the base of high lake banks at considerable dis-
tances from the shoreline, causing steep banks to become unstable and subject
to land slides when the ice disappears. This hastens the recession of shore-
lines. The outlets of small streams may be blocked by ice jams so that the
confined backwater builds up a hydrostatic head that may cause a breach in
the stream bank or cut anew outlet through the lake bank, with possible
damage to structures built near the stream or lake bank. Ice jams blocking
stream outlets also may cause backwater with resulting inundation of low-lying
inland areas. However, the net effects of ice formations along the lake
shorelines are beneficial. Spray thrown by wind and wave action often
freezes on lake bluffs, beaches, and shore structures coating them with a
protective layer of ice. Ice formations along shore, often taking the form
of windrows up to 15 feet high running generally parallel to shore, provide
further protection to the shore itself. Ice cover extending lakeward for a
considerable distance may dampen or practically eliminate wave action along
the shoreline.

29.

Shorelands Vulnerable to Erosion by Wave Action

62. The lakeshore from the south city limit of Kenosha to the Illinois
state line, about 4.5 miles, is subject to rapid erosion at high lake stages,
except where individual properties have been protected by bulkheads or heavy
stone armor, with an average bank recession of 4 to over 6 feet per year as
noted in paragraphs 4 and 5. During the high-water period in 1951-1952
maximum erosion of up to 100'feet within a year was recorded along this
frontage (reference 3). Approximately 3 miles of shoreline in Kenosha County
north of the city also is subject to rapid erosion averaging about 2 feet per
year since 1872 (reference 6). About one mile of shoreline north of the
Racine-Kenosha County line has receded at a rate slightly less-than 2 feet
per year during the period 1874-1946, and at about twice that rate prior to
1874 (reference 8). However, this frontage has been partially protected by
about 26 groins of various lengths and types, most of them built about 45
years ago and in poor condition. However, they have checked erosion to some
extent where maintained or supplemented by later construction. The remaining
shoreline of about 1.25 miles south of Racine has been subject to an average
erosion,of about 1.25 feet per year. The sout'herly 0.75 mile of this front-
age continues subject to rapid erosion although protected about 45 years ago
by a bulkhead now generally destroyed with the remains a considerable dis-
tance lakeward from the shoreline. (see par. 9). Along the J. I. Case
plant just south of Racine rapid erosion has occurred and continues where
the frontage has not been protected by substantial bulkheads. (see par. 11).

63. North of Racine Harbor about 1.25 miles of shoreline between the
city limit and Shoop Park at Wind Point has been subject to recession of
about 0.8 foot per year due to erosion. About 30 years ago the rate of
erosion was reduced by the construction of about 25 groins 60 to 100 feet
long, with a few shorter groins and some short sections of retaining wall,
along this fr'ontage. These must be maintained to prevent continued serious
erosion. At high lake stages considerable erosion is to be anticipated since
the top elevation of many of the groins as constructed was only 2.5 to 5 feet
above low water datum and many of them have settled to still lower elevations,
so that storm waves at high lake stages would over-top the groins with suf-
ficient ene'rgy to cause severe erosion. As noted in paragraph 13 and Tables
1 and 2 bluff recession from Wind Point to the north line Pf Racine County
during the period 1874 to 1946 averaged 0.50 to over 4 feet per year at
various points along this frontage, averaging about 1.6 feet per year.
Little shore protective work has been done along this frontage and similar
erosion continues, with the major losses occurring during years of high lake
levels.

64. Evidence of active erosion and undercutting of the lakefront bluffs,
is common between Milwaukee and Port Washington. The Geological Survey re-
port on the shoreline published in 1907 (reference 10) noted that along this
section of the lake shore "the active retreat of the clay bluffs has removed
almost all the old shore records. In the freshly cut cliffs of the Milwaukee
district a complex structure of laminated clays, till, and stratified sands
and gravels is extensively exposed." Such erosion has continued at high lake
stages to the present time except where the base of the bluff has been pro-
tected by substantial bulkheads or heavy stone armor. There are many in-
stances of well built retaining walls or bulkheads that have been destroyed
by wave forces, earth and hydraulic pressures from the retained bank, or

30.

undermining by wave and current action. In Ozaukee County approximately 7
miles of shoreline between the north limit of the city of Mequon and the
south limit of.the city of Port Washington is subject to severe erosion.
A report with photographs of a typical bank failure near the north boundary
of mequon was given in the Ozaukee Press, Port Washington, issue of August
31, 1967, as follows: "A sheer wall of clay offers dramatic evidence of the
unexplained collapse of thousands of tons of earth in front of the lake shore
home *** (at 233 E. Pioneer Road,, 144 N., Mequon) at the northerrf edge of
Mequon. A section of lawn and trees several hundred feet wide *** dropped
out of sight with a roar at about 6:30 A.M., Friday (August 25). Little of
the fallen material could be seen, though layers of muddy clay spread out on
the beach far below. In the last few years other instances of lakefront
property collapsing have been reported ***.I' In this case the chunk of earth
breaking away from the bluff was reported to be about 75 feet deep and large
pine trees were carried down the bank still remaining upright. For a depth
of about 30 feet near the top of the bluff the break was nearly vertical.
It was necessary to move a large residence located only about 15 feet from
the brink of the bluff back about 250 feet to a new foundation. Many slides'
of this character have been reported and continue to occur, and are caused
primarily by erosion undermining the base of the bluff, although frequently
accompanied by water saturation of strata of material in the bank causing it
to become unstable. In the Corps of Engineers study of the northern part of
Milwaukee County (reference 7) where conditions are very similar to those in
the southern part of Ozaukee County it was estimated that,the average rate
of bluff recession from 1836 to 1941 was about 1.2 feet per year. Since
most of the frontage remains unprotected it is considered that this rate of
recession would be fairly representative for the frontage between Mequon
and Port Washington.

65. The lake shore from Port Washington to the north line of Ozaukee
County is subject to erosion and recession at high lake stages for most of
the frontage. As noted in paragraph 16 a high and steep lake bank follows
close to the lake shore for about 4.25 miles, except for a short distance
near the mouth of Sucker Creek. Beginning about 0.75 mile south of the
north boundary of T. 11 N., and continuing about 6.75 miles to the north
county line, the high bank is generally back several hundred feet from the
shoreline, with a lower terrace between, and the fairly wide sand beaches
and foreshore slope up gradually to the terrace level. At high lake levels
there is considerable erosion except for a short section at Harrington Park
(Sec. 19, T 12 N, R 23 E) where ledge rock is near the surface.

66. Between the south line of Sheboygan County and the city of Sheboy-
gan, about 11.5 miles, the sand beaches and sandy banks sloping up to terrace
levels 10 to 15 feet above lake level are'subject to erosion damage at high
lake stages. Along the 4 miles of shoreline north of the county line there
are about 80 cottages and residences built close to the lake shore on the
sandy terrace. During the highwater year 1951-1952 the@Corps of Engineers
reported (see reference 3) that this frontage had eroded an average of about
60 feet. A number of the cottages had to be moved to save them from under-
mining, and a variety of protective structures were built along the shore-
line to save others. The Corps of Engineers in the study reported total
damages to private property along the Sheboygan to Port Washington lakefront
of $835,,000 and damages to.public property of $42,000. Retreat of the lake

31.

bank at Sheboygan 100 years ago was reported as 6.25 feet'per year (reference
10). However, this was after a 'series of several years with levels 3-to 5
feet above the present low water datum and is believed to be much higher than
the present average rate of recession. At the same time the shoreline retreat
at Port Washington was reported as 2.3 feet per year. Probably a recession
of 1.5 to 2.0 feet per year would reasonably represent the average annual re-
7 treat over a long period of.high and low water years for the unprotected
shoreline between Port Washington and Sheboygan.

4.1 67. The main lake bank from Sheboygan to the Village of Hika, about
9 miles@ is steep clay bluffs close to the shoreline and these bluffs are
subject to rapid undercutting by wave action during storms, especially during
periods of high lake levels. Many evidences of recent earth slides are
found. Sand strata and beds of peat and pre-glacial forest materials in the
clay banks hasten the bank failures and shoreline recession.

68. In Manitowoc County from about one mile north of Hika north to
silver Creek near the south limit of Manitowoc, about 9 miles, the high lake
bank generally follows close to the lake shore with.a,narrow beach at lower
lake levels but with little or no.protective beach at high lake stages, when
the waves undercut the banks rapidly. A Corps of Engineers beach erosion
study in 1955 (reference 9) reported the rate of recession for about 2.5
miles of frontage south of the south city limit near Silver Creek as 0.7
mile per'year for the period 1870 to 1954. This p robably is fairly repre-
sentative of the average recession for the remaining frontage south to Hika.
The Corps of Engineers 1952 report (reference 3) estimated the average shore-
line loss during the high water years, Spring 1951 to Spring 1952, between
Sheboygan and Manitowoc as 15 feet. Property losses for this period were
estimated as $242,000 to private property and $58,000 to put)Uc property.

69. The Corps of Engineers beach erosion study (reference 9) reported
the average recession rate for the shoreline between the city limits of
Manitowoc and Two Rivers as 1.0 foot per year for the 1870-1954 period. A
maximum recession of 200 feet, or about 2.4 feet per year for this period
was noted. A Geological Survey report in 1907 (reference 10) noted a report
of recession of at least 150 feet in three or four years prior to 1905 in
spite of attempts to check the erosion along the lake shore road between
these cities. At that time the lake level had been about 3 feet above low
water datum for two summers. Neatly all of this frontage has now been pro-
tected by bulkheads or heavy stone riprap along the bank so that most of
the erosion has been checked.

70. Along the 3.6 miles of shoreline northeast of Two Rivers to the
Point Beach State Forest the sand-beaches are fairly wide and bank erosion
4 is fairly slow. The Corps of Engineers (in reference 9) reported average
recession from 1870 to 1954 of about 0.7 foot per year. Generally lower
mean lake levels since 1954, except in 1955 and 1960, probably have reduced
this1rate of recession and no major losses have been noted recently.

71. In general the sand and gravel beaches for about 3 miles north of
the Point Beach State Forest-are relatively narrow and wave wash extends to
the base of the Irregular sand dunes and ridges along the shore. Shoreline

32.

recession, although continuing when high lake stages permit waves to reach
the banks, apparently is rather slow. From two miles south of Two Creeks
north about 3.5 miles to the county line beaches are quite narrow. Banks
are about 20 feet high and steep and clay beds in some places are mixed with
strata of peat, buried forest debris, and glacial till. Many of the banks
show definite evidence of recent caving due to undercutting by wave action,
and bank recession is continuing.

72. Near the south limit of Kewaunee County the lake bluffs are about
40 feet high and are being undercut by wave action with materials from bank
slides at the base of the bluffs being washed away by wave action. Banks
slope at about 45 degrees and are clay with strata of sand at various levels.
The bluff for about six miles south of Kewaunee is 40 to 80 feet high, slopes
at about 1 to 1, and is very close to the lake shore most of the way. Beaches
are narrow and erosion is rapid. Bluffs are composed of red till laminated
with clays and with the beds of sand at various levels, making the banks
subject to easy erosion. Deep gulleys cut through the banks at various
points, and debris washed from these gulleys is usually carried away by
wave action and currents in a short time. In a 1952 report (reference 3)
the Corps of Engineers estimated the average bank erosion loss between
Kewaunee and Manitowoc in the one-year high water period Spring 1961 to
Spring 1962 as 15 feet. Private property lost along this shore was estimated
at $142,000, and public property at $144.000.

73. For two miles north of the Kewaunee city limit the beach is very
narrow and stony, making the base of the high bluff subject to undercutting
by wave action. Banks of mixed materials with many embedded boulders are 50
to 60 feet high and about 1 on 1 slope and bank slides are common. Along about
0.5 mile near the mouth of Mashek Creek there is a fairly level terrace about
17 feet above lake level. The gravel beach is only about 15 feet wide with
an additional gradual slope for about 20 feet to an elevation of about 5 feet
above datum at the base of a fairly steep bank about 10 feet high. The bank
has been eroded while the lake level was high but at present moderate lake
stage the coarse gravel beach appears to retard recession of the bank. North
of Mashek Creek for about 4 miles the narrow coarse gravel beach permits
erosion of the steep bank which is about 15 feet high. Slow recession of the
lake bank appears to be continuing with most of the erosion occurring while
the lake is at its higher stages. South from Algoma for about 1.75 miles
there is a coarse gravel beach and stony foreshore sloping up to a level
terrace about 8 or 9 feet above lake level. Construction of some bulkheads
and filling along the shore has changed natural conditions, but where the
coarse gravel beach and sloping bank has not been changed by such work
there is evidence of considerable erosion at high lake stages.

74. Between Algoma and Sturgeon Bay the lake bank, as described in
paragraphs 32 to 36, is quite variable. Frontage where the high clay banks
are close to the shore, including about 1.5 miles northeast from Algoma and
about one-half mile at Clay Banks, about 2 miles north of the Kewaunee-Door
County line, there is evidence of considerable erosion when the water level
was high. Other low banks also have suffered some erosion, although the
stony beaches reduce erosion at lower lake stages. Around Rocky Point about

33.

one to 2.5 miles south of the Sturgeon Bay Canal entrance ledge rock is ex-
posed or near the surface and there is substantially no bank recession due
to erosion. Between Rocky Point and the canal there is some accretion'of
sand to the beaches along frontage partially protected by the harbor struc-
tures at the canal entrance. The Corps of Engineers in 1952 report
(reference 3) estimated the average erosion along the 28 miles of shore be-
tween Sturgeon Bay and Kewaunee to be about-15 feet for the one year high
water period from Spring 195i to Spring 1952. During this period the lake
level rose 1.68 feet, or from 1.84 to 3.52 above low water datum, with an
additional rise of 0.63 feet by July, 1952. Total damages to private prop-
erty for this section of lake shore due to the high water were estimated at
$95,000 to private property and $65,000 to public property.

75. North of Sturgeon Bay for about 8 miles to Whitefish Point the
sandy beaches are generally 15 to 50 feet wide with bank slopes of about
1 to 3 feet in 10 feet to top of sand dunes and ridges 8 to 30 feet above
lake level. The shoreline is subject to considerable change with the water
level because of a flat underwater slope, and appears to have receded in
about 10 years, 1954-1964, as much as 50 feet or more toward the northerly
end of-this reach in sections 32 and 33 of Sevastopol Township. Cottages
and homes are built along the lake front occupying much of this frontage as
noted in paragraph 37.

76. On the easterly side of Whitefish Point ledge rock is at or near
the surface and there is very little erosion. The west.side of Whitefish
Bay has wide sand beaches and there is no important recession of the lake
banks. Around Cave Point ledge rock is exposed at the shoreline as noted
in paragraph 38 and there is no appreciable loss of lake banks. Rock is
generally exposed along much of the shoreline from Cave Point for about two
miles north. At Jacksonport and northeast to the outlet from Kangaroo Lake
the sand and gravel beach and foreshore back to the outer lake bank is
generally quite wide and overgrown with weeds and there apparently is no
erosion problem. Most of the shoreline from Heins Creek, the lake outlet,
north to Baileys Harbor Village is ledge rock. Ledge-rock is close to the
surface around the bay at Baileys Harbor and erosion is not a problem. The
same condition exists around the point east of the harbor, around Moonlight
Bay, and around the point between Moonlight Bay and Cana Island. The lake
bank north from Cana Island is generally ledge rock, with near vertical rock
cliffs 10 feet or more high near the south entrance to North Bay. The Off-
shore areas around North Bay are generally weedy and muddy and ledge rock
is near the-surface. Bank erosion is not a problem. Ledge rock is exposed
in the banks east of North Bay and around the point east of the Bay. At
Sand Bay Park south of the village of Rowley Bay there is some sand along
shore and attempts have been made to retain it by groins that are poorly
maintained. Most of the shore area in the vicinity.is weedy and stony and
there is no appearance of an erosion problem. The lake shore around the
north end and east shore of Rowley Bay, and the point east of the Bay is
generally rocky or exposed ledge rock and bank erosion is not a problem.
Europe Bay State Park includes the east shore of Rowley Bay, the point to
the east., and the shores of Newport Bay and Europe Bay to the north side of
section 16, about one-half mile south of Europe Lake. About 0.5 mile of
shoreline of Europe Bay north of the State Park has a sand beach and sand

34.

banks but no serious erosion is evident. About a mile of lake shore around
the point east of Europe Lake has ledge rock exposed at the shoreline. Just
south of the center of section 4 the rock cliff is about vertical and 12 to
15 feet high, with a small amount of sand at the base of t ,he rock with the
lake level about 1.6 feet above datum.

77. Around the northeast tip of Door County there is no general erosion
problem because ledge rock is either at or very near the surface. Rock is
exposed along shore for about one-half the distance north of the point east
of the north end of Europe Lake to the Northport pier. Some sand covers the
ledge south of the pier for about one-half mile but is mixed with rock frag-
ments. North of the pier for about 2,000 feet the shore is a bed. of broken
rock not subject to rapid erosion by wave wash. Around the north shore of
the Door County Peninsula in the vicinity of Kenosha Park beds of ledge rock
extend to well above the lake level with nearly vertical faces and no
appreciable recession of the shoreline is caused by wave action.

Criteria for Shoreland Zoning

78. "Shorelands" as considered in this report, include lands within
1,000 feet of the normal high-water shoreline of Lake Michigan. The normal
high-water shoreline is conisdered to be the shoreline as it would exist
with the stage of the lake at the highest monthly mean stage recorded during
the period of record since 1860i this being the stage recorded in June 1886,
elevation 581.94, or 5.14 feet higher than the low water datum used as a
plane of reference by the Corps of Engineers for the preparation of naviga-
tion chart"s and plans for navigation improvements. The shorelands considered
also are limited to those areas within 1,000 feet of the normal highwater
shoreline of Lake Michigan that are outside of incorporated city and village
areas. The shoreland protective regulations suggested are proposed under
the authorization contained in Sections 59.07(51), 59.97, 59.971, 87,30,
144.26 and 236.45 of the Wisconsin Statutes. The purpose of these regula-
tions is to further the maintenance of safe and healthful conditions;
prevent and control water pollution; protect fish and aquatic life; control
building sites, placement of structures and land use; and preserve shore
cover and natural beauty.

Permits for Construction in,Shoreland Area

79. The following conditions shall apply to zoning of the shorelands
unless expressly excluded by the provisions of the zoning regulations. No
structure shall hereafter be located, erected, enlarged or reconstructed
within the shoreland zoned area, and no private water supply or sewage dis-
posal system shall be constructed in that area, without a permit from the
Zoning Administrator and without full compliance with the provisions of
these regulations and all other applicable local, county and state regula-
tions. No land shall be used or structure erected for human occupancy where
the land is held unsuitable for such use by the Zoning Administrator by
reason of flooding, concentrated runoff, inadequate drainage, adverse soil

35.

or rock formation, unfavorable topography, low percolation rate or bearing
strength, erosion susceptibility, or any other feature likely to be harmful
to the health, safety, or general welfare of the community. The particular
facts forming the basis for the conclusion that the land is not suitable for
certain uses shall be recited in writing. The applicant shall have an
opportunity to present evidence contesting such unsuitability which shall
be considered by the Plan Commission which may affirm, modify, or withdraw
the determination of unsuitability.

Minimum Lot Area and Frontage

80. In any district where public sewerage serivce in not available,
the width and area of all lots shall be sufficient to permit an on-site
sewage disposal system designed in accordance with Section H-65 of the Wis-
consin Administrative Code. In any district where a public water service
or public sewerage service is not available, the lot width and area shall
be determined in accordance with Section H-65 of the Wisconsin Administra-
tive Code, but for one-family dwellings shall be no less than 100 feet at
the building site and 20,000 square feet, respectively. All lots shall
abut upon a public street or highway and each lot shall have a minimum
frontage of 30 feet. All lots that abut the lake shore shall have a minimum
lake frontage of 100 feet. Only one principal structure shall be located on
a lot.

Waste Disposal Requirements

81. No discharge of liquid wastes into Lake Michigan or any other
surface waters or natural water courses within the shorelands zoning area
shall be permitted, subject to the provisions of Section 144.555 and other
appropriate provisions of the Wisconsin Statutes. Industrial waste treat-
ment disposal systems shall be subject to approval by the Division of
.Resource Development prior to construction pursuant to Section 144.555
Wisconsin Statutes and Section RD 8.02 of the Wisconsin Administrative Code.
It shall be unlawful to throw., discard, or discharge into any navigable
water any can, bottle., or rubbish. Junkyards, dimps, and sanitary fills
may be allowed upon issuance of a Special Exemption Permit in conformance
with the provisions of these regulations and State Law.

Sewage Disposal

82. All premises intended for human occupancy shall be provided with
an approved method of sewage disposal, such as a connection with a public
sewer, privy, or septic tank and soil absorption system. The applicable
rules, regulations, and laws as set forth in Chapters 145 and 146 of Wis-
consin Statutes and Sections RD 12, RD 13, H 61, H 62, and H 63 of the Wis-
consin Administrative Code are incorporated in these regulations by reference
and shall apply, except that the provisions of these regulations shall apply
where more restrictive. All plumbing fixtures shall be connected to a public

36.

sanitary sewer system where such connection is available within 500 feet of
the structure served. Where such a public sewer system is not available a
private sewage disposal system may be used. Privies shall be discontinued
and replaced with water-flush toilets within one year after a public sewer
system becomes available in accordance with Section Ind. 22.12 of the Wis-
consin Administrative Code.

83. Structures or facilities requiring private sewage disposal facili-
ties shall not be constructed within the shoreland zoning area until a sani-
tary permit has been issued by the Zoning Administrator. No septic tank
system shall be installed or structurally altered without a sanitary permit.
No septic tank shall be purchased or installed until a Septic Tank Permit
required by Section 144.03, Wisconsin Statutes (Section 38, Chapter 614, Laws
of 1965) has been issued. Only septic or treatment tanks as described in
Section H 62.20(l)(d), Wisconsin Administrative Code, shall be installed or
constructed. The septic tank size shall be based on the number of persons
using the building to be served or upon the nature of use and type of waste,
as specified in Section H 62.20(l), Wisconsin Administrative Code, except
that the minimum tank capacity below the outlet shall be 750 gallons. No
septic tank shall be located within the following distances measured horizon-
tally of the items noted:

10 feet of any building used for human occupancy; 10 feet of a
lot line; 10 feet of any cistern; 25 feet of the high water mark of any
lake or watercourse; 25 feet of a well or other source of water supply used
for domestic purposes; 25 feet from the exposed surface of any earth bank
having a slope greater than 1 on 4 (14deg. 3 min.). Where feasible septic
or treatment tanks shall be located downslope from wells and shall be flood-
proofed if located in any area subject to periodic flooding.

84. The effluent from septic or treatment tanks shall be disposed of by
soil absorption in a seepage pit or drainage field, or by some other method
approved by the Division of Health. Soil absorption disposal units shall
be constructed in accordance with requirements of Section H 62.20 of the Wis-
consin Administrative Code. The type of soil absorption system to be used
for effluent disposal shall be determined by percolation tests made in accord-
ance with Section H 65.06(4), Wisconsin Administrative Code. No site for a
private sewerage system shall be approved where there is less than 3 feet of
soil between the bottom of the proposed tile field or seepage pit and high
groundwater or bed rock; or where the percolation rate in any test holeis
slower than one inch in 60 minutes. No storm water or clear water drains
shall discharge into a private sewage disposal system. Soil absorption
systems shall not be constructed where land slopes are 12 percent or more
or where there are slopes of more than 12 percent downgrade from the pro-
posed system within 25 feet of the proposed system. Soil absorption systems
shall not be constructed where bedrock or high groundwater is within 6 feet
of the ground surface. All portions of a soil absorption system shall be
located at a minimum horizontal distance of 10 feet from any lot line, 25
feet from any cistern or dwelling, 25 feet from a slope 12 percent or greater
at the edge of a watercourse or along a lake shore, 50 feet from the high
water shoreline of any lake or watercourse, and 50 feet from any water
supply well.

37.

Soils with limited soil absorption characteristics

85. Certain soils in the shoreland zoning area have severe limitations
for successful operation of soil absorption sewage disposal systems because
of slow permeability, shallow bedrock, high ground water or steep slopes.
In any district where public sewerage service is not available, the width and
area of all lots shall be sufficient to permit the use of Ian on-site soil
absorption sewage disposal system constructed in accordance with Section
H 62.20 of the Wisconsin Administrative Code. Where both a public water
service and public sewerage service are not available, the lot width and area
shall be increased in accordance with Chapter H-65 of the Wisconsin Adminis-
trative Code. The locations, descriptions, and characteristic limitations
for various uses of soils found in the shoreland zoning area along Lake
Michigan are given in the following publications with soil maps accompanying
them:

Kenosha, Racine, Milwaukee, and Ozaukee Counties: Southeastern
Wisconsin Regional Planning Cormnission's Planning Report No. 8, "Soils of
Southeastern Wisconsin," June, 1966.

Sheboygan County: U. S. Department of Agriculture's "Soil Survey
of Sheboygan County, Wisconsin," No. 18, Series 1924.

Manitowoc County: U. S. Department of Agriculture's "Soil Survey
of Manitowoc County, Wisconsin," No. 34, Series 1926.

Kewaunee County: Wisconsin Geological and Natural History Survey
in cooperation with the U. S. Department of Agriculture, "Soil'Survey of
Kewaunee County, Wisconsin," Bulletin No. XXXIX, Soil Series No. 9, 1914.

Door County: U. S. Department of Agriculture's "Soil Survey of
Door County, Wisconsin, 1917.

The information on soil characteristics within the shoreland zoning area
given in the last four reports noted is not presented in enough detail for
effective regulation of the installation of soil absorption systems in the
shorelands of these counties and percolation tests as noted in paragraph 84
will be required prior to approval of plans for such systems.

86. The following soils in Kenosha, Racine and Ozaukee Counties, as
listed in S.E.W.R.P.C. Planning Report No. 8 noted above, have estimated
percolation rates in part or all of the upper 3 feet of soil of more than
60 minutes for a drop of 1 inch. Areas having such soils shall not be used
for on-site sewage disposal systems unless on-site percolation tests and
other evidence of suitability of the soil at the site for such soil absorp-
tion sewage disposal facilities presented to the Sanitary Inspector are
found acceptable and the plans of the proposed system are approved.

38.

Tab le 6

Soils with Slow Persolation Rates
Kenosha, Racine and Ozaukee Counties

Soil Soil
Number Soil'Name Number Soil Name

219 332, 172Z Hebran Loam 170Y, 22 Hebron sandy loam

54 Lawson silt loam 172Y, 357 Hochheim loam

370 250Z Mosel sandy loam 297 Morley silt loam

371 Mosel loam 300 Ashkum-Beecher silt loam

70Y Hochheim fine sandy loam 1 Rough broken land

11W Alluvial land, wet 100 Kewaunee silt loam

42 Tichigan silt loam 99 Kewaunee silty clay loam

40 Saylesville loam 142 Manawa silt loam-

218 Bono silty clay loam 165 Poygan silt loam

298 Ashkum silty clay loam 101 Kewaunee sandy loam
299 Blount silt loam 1103 Kewaunee loam
172 Casco loam 162, 362 Theresa silt loam

87. Soils listed below located within the shoreland zoning area of
Sheboygan, Manitowoc, Kewaunee and Door Counties have severe limitations for
satisfactory operation of soil absorption sewage disposal systems because of
slow permeability or high ground water and shall not be used for on-site
sewage disposal unless evidence of suitability is furnished the Sanitary
Inspector and the plans approved by him.

39.

Table 7

Soils with Slow Absorption Characteristics
Sheboygan, Manitowoc, Kewaunee and Door Counties

Soil desiqnation on soil map Soil Name

Sheboygan Manitowoc Kewaunee Door
County County County CountV

Ml Ml Maunee loam

PC PC Poygan silty clay loam

Sf Sf Saugatuck fine sand

Cm CM Carlisle mich

P P P Peat

WM Wabash silt loam

Gr Granby fine sand

Mu Muck

88. The following soils in Sheboygan, Manitowoc, Kewaunee and Door
Counties in the shoreland area have various limitations for soil absorption
type sewage disposal systems and evidence of on-site investigations of soil
percolation, drainage, water table and other characteristics indicating
suitability for the proposed use-shall be furnished the Sanitary Inspector
for review and.approval prior to sewage disposal installations in such areas.

40.

Table 8

9oil with Various Limitations for Soil Absorption
Sheboygan, Manitowoc, Kewaunee and Door Counties

Soil desig ation on -soil map Soil Name

Sheboygan Manitowoc Kewaunee Door
Countv County County County

Sl Sl Superior loam

Ss Ss Superior silt loam

Sc Sc Sc Superior clay loam

S Sf Superior find sandy loam

Ks Ks Kewaunee silty clay loam

Kl Kewaunee silt loam

Bl Berrien,loamy find sand

Br Br Bridgeman find sand

Fl Fl Fox fine sandy loam

Ledge rock

(1) Many areas of Door County north of Sturgeon Bay have exposed
ledge rock or a cover of only a thin layer of soil.

No private sewerage system shall be approved for sites where there is
less than 3 feet of soil between the bottom of the proposed tile field or
seepage pit and high groundwater or bed rock.

Water Supply

89. Premises intended for human occupancy, within the shoreland zoning
area, shall be provided with suitable.plumbing fixtures served by a public
water supply system where available. Where a connection with a public water
system cannot be made within 500 feet of the structure a private water supply
system may be used. Well construction and materials shall be as specified in
Section RD 12 of the Wisconsin Administrative Code. Wells shall be located
as specified in Section RD 12.04. Wells located in an area subject to periodic
flooding shall be floodproofed. Wells shall not be located between private
sewage disposal facilities and the lake shore, and shall be upslope from such
disposal facilities.

41.

Setbacks from the water

90. For lots that abut the shore of Lake Michigan, or the shore of
navigable streams flowing into Lake Michigan, within the shoreland zoning
area, all buildings and structures, except piers, wharves, boathouses, and
shore protective structures, shall be set back at least 75 feet from all
points along the normal high water line, and shall be located on a site
having a surface elevation at least 2 feet above the experience highwat6r
elevation unless otherwise specified by a flood plain zoning ordinance. Boat-
houses shall be located shoreward from the normal high water line except
where construction lakeward of that line is approved by permit from the
Zoning Administrator because of the existence of ledge rock or-other condi-
tions making construction shoreward impractical. Where the limit of the
setback from the water specified would fall on a bank sloping 1 vertical to
2 horizontal (26034') or more, or closer than 50 feet to the top of such
slope, the required setback shall be at least 50 feet from the top of the
slope having or exceeding that steepness.

91. The portions of the Lake Michigan shoreline designated.by the
following list have unique characteristics that require increased setbacks
to avoid unsanitary conditions, or hazards to structures resulting from cav-
ing banks, with resultant'dangers to public health and safety. These segments
of the shoreline have a present lake bank generally 8 or more feet high near
the normal high water shoreline, with a nearly level bench or terrace extend-
ing back a varying distance from the lakeward lake bank to a second steep
(slope exceeding 1 on 2) bank formed by the lake at an earlier and higher
lake stage, or by other natural processes. Where the second bank is within
the shoreland zoning area and has a height in excess of 10 feet and an average
slope in excess of 1 vertical to 2 horizontal, a minimum setback of 50 feet
from the top of the steep bank shall be required; and no structure shall be
built on the nearly level bench lakeward of the second bank with in 25 feet of
the base of the steep bank or within 50 feet of the top of the lakeward.bank.
The shorelines located in the following areas generally have these character-
istics:

Ozaukee County:

Section 1, T 11 N, R 22 E
Sections 25 and 36, T 12 N@ R 22 E
Section 30, T 12 N$ R 23 E
Sections 6,7 and 18, T 12 N, R 23 E

Sheboygan County:

Sections 17, 19, 201 30 and 31, T 13 N$ R 23 E

Manitowoc County:

N.1/2 Sec. 27 and S.1/2 Sec. 22, T 17 N, R 23 E

42.

Kewaunee County:

N.1/4 Sec. 36 and X.1/2 Sec. 25, T 22 N, R 24 E
N.1/4 Sec. 32, T 24 N, R 25 E
N.3/4 Sec. 10 and Sec. 3, T 24 N, R 25 E
Sec. 34, T 25 N, R 25 E, south of Algoma city limit
Sec. 24 and 13, T 25 N, R 25 E
Sections 5, 6) 7, and 18, T 25 N, R 26 E

Door County:

Sections 28 and 29, T 26 N, R 26 E
Sections 16 and 21, T 26 N, R 26 E

Additional small areas near the outlets from creeks and gulleys.

92. In shoreland zoning areas where there is definite evidence of re-
cession of the lake bank over a period of 10 or more years due to erosion at
the base caused by wave action or currents, all buildings and structures as
noted in paragraph 91 shall be set back from the top of the receding bank a
distance equal to at least 25 times the average annual bank recession rate
during the last 25 years preceding the date of construction, as determined
by the Zoning Administrator, where the setback distance so determined would
be greater than the setbacks otherwise required by these,regulations. When
accurate data are not available to determine the average annual bank reces-
sion during the past 25 years at the desired construction site, data on re-
cession of the lake shore bank in similar adjoining areas, or for a longer
period of time, or for a 25 year earlier period during which contributing
conditions were generally similar may be considered by the Zoning Adminis-
trator when making his determination of the average annual bank recession.
The Corps of Engineers, U. S. Army, in investigations of the lake shore
reported in 1952 (reference 3) found that nearly the entire lake shore from
Sturgeon Bay south to the Illinois state line has been and continues to be
subject to erosion and bank recession except where it has been protected by
structures or stone armor or riprap, or where ledge rock exists in limited
areas. North of Sturgeon Bay much of the shoreline is ledge rock or naturally
protected by broken rock and the frontage subject to recession in limited to
short reaches.

Shoreline Protective Measures

93. Existing developments in some areas may create conditions such that X
the setback from the water specified in the zoning regulations is not precti-
cal or desirable. Such developments may include streets or highways, utility
lines, adjacent structures, etc. Suitable shore protecting structures may be
required by the Zoning Administrator or the Board of Adjustment as a condi-
tion for granting a variance from the setback requirement. Types of protec-
tive structures that would generally be considered satisfactory along the
Lake Michigan shoreline are discussed in the following paragraphs. The
following cautionary statement from the Corps of Engineers "Shore Protection
Planning and Design" (reference 4) should be considered when deciding on the
suitability of any proposed protection. "In selecting the shape, size, and

43.

location of shore-protedtion works, the objective should be not only to de-
sign an engineering work which will accomplish the desired results most
economically, but also-to consider its effects on adjacent shorelines."
Usuallly eroding shorelines are subject to some littoral drift predominately
in one direction. In such cases the prevention of erosion along one property
may increase the erosion of adjacent properties on the down-drift side by
decreasing the supply of beach building materials available from eroding banks.
For this reason careful consideration must be given to these related effects
before granting a setback variance conditioned on shore protection work.

94. The following definitions of the types of structures @re taken from
the Corps of Engineers publication noted in the preceding paragraph (reference
4).

Bulkhead - A structure separating land and water areas, primarily
designed to resist earth pressures. See also Seawall.

Revetment - A facing of stone, concrete, etc., built to protect a
scarp, embankment, or shore structure against erosion by wave action or
currents.

Riprap - A layer, facing, or protective mound of stones randomly
placed to prevent erosion, scour, or sloughing of a structure or embank-
ment; also the stone so used.

Seawall A structure separating land and water are as, primarily
designed to prevent erosion and other damage due to wave action. See
also Butchead.

Groin - A shore protective structure (built usually perpendicular to
the shoreline) to trap littoral drift or retard erosion of the shore.
It is narrow in width, and its, length may vary from less than one hundred
to several hundred feet (extending from a point landward of the shoreline
out into the water). Groins may be classified as permeable or imperme-
able; impermeable groins having a solid or nearly solid structure, per-
meable groins having openings through them of sufficient size to permit
passage of appreciable quantities of littoral drift.

95. Protective measures to prevent recurring or continuing damage to
shoreland properties include measures to prevent damage from erosion and wave
action, and measures to prevent damage from flooding. In 1952 the Corps of
Engineers, U. S. Army, with cooperation from the Beach Erosion Board, made a
study of protective measures in connection with a report on "Property Damage
on the Great Lakes Resulting from Changes in Lake Levels" (reference 3). A
map showing damaged lake frontage and adjacent flooded areas along Lake Michi-
gan shores was included in the report. This map showed general areas damaged
by erosion and/or wave action along nearly the entire shoreline from the north
end of Door County to the south state line, with the exception of the frontage
between Racine and Kenosha. The map herewith as Exhibit 1, based on the Corps
of Engineers investigation and recent inspections of the lake shore, shows the
Wisconsin shoreline of Lake Michigan that is subject to serious erosion.
Hydrographic charts showing general-features of the shoreline of the lake are

44.

published by the United States Lake Survey, Detroit. Descriptions of the
coasts, harbors - etc., are contained in the Great Lakes Pilot issued annually
by that organization. The U. S. Geological Survey topographic maps give
information on the location and approximate height of the bluffs and low areas
along the lake shore.

96. Much of the surface material along the lake shore is lacustrine
clay and silt deposited on the bottom of the glacial lakes. In various local
areas the surface material is sand, probably deposited as outwash from streams
formed by the retreating glaciers. Since the present lake was formed waves
and currents have cut into the earliest deposits, locally cutting bluffs into
the surficial glacial or lake-laid deposits, or occasionally exposing the less
deeply buried bedrock strata. Some of the material so eroded has been de-
posited along the shore of the present lake as beach deposits. As these
deposits widened in some areas, material was swept inland from the shore and
beaches by wind to form dunes.

97. The effects of erosion on the bluffs and shorelands increases or
decreases as the lake level rises or falls. During periods of rising and
high lake levels waves and currents generally tend to cause recession of the
upland areas. During periods of falling or low lake levels the bluffs re-
main generally stable, but upland areas once lost remain lost. Increased
developments along the lake shore increase the extent of damages experienced
,during high lake stages. To minimize the damage to shorelines and losses of
lake front property during periods of high lake levels, large sums have been
spent on largely uncoordinated attempts to protect and stabilize the shore line.
Usually the urgency of such protective measures is not realized by the lake
front property owner until a high lake stage is approached or reached, at a
time when the difficulty and cost of adequate protective work is greatly in-
creased. Normally it is quite difficult to protect the shoreline of a single
property owner unless adjacent owners also undertake appropriate protect 1ve
measures. Experience records covering more than a century indicate that high
lake levels recur periodically at intervals of 5 to 22 years (see Table 3)
and similar occurrences should be anticipated in the future. Best results
in undertaking shore protective measures could be obtained most economically
by anticipating low water periods and preparing a coordinated program of
protective works along frontages needing protection that can be undertaken
while the low stage prevails.

45.

Acceptable Types of Shoreline Retention Structures

98. Types of shoreline retention or protection structures that would be
suitable under a zoning regulation to allow building construction or other
improvements closer to the shoreline than otherwise would be allowable depend
to a large extent on the nature of the lake bank, the extent of the frontage
involved and its relation to other adjacent frontages, the exposure of the
frontage, the average rate of recession of the unprotected or inadequately
protected shoreline, and the frequency, range, and duration of various lake
levels. The various types of protective measures available, aside from
strictly temporary measures, include the following principal types of protec-
tion, each of which has its own inherent advantages, disadvantages, and
limitations. The suitability of any type for a particular application
usually can be determined only after a careful study of the site and the
exposure to erosive factors.

99. Seawalls or bulkheads built roughly parallel to the shoreline to
be protected are perhaps the most,generally applicable types of protection.
The principal advantages of such structures are: (1) they provide positive
protection and generally permit more intensive use of the adjacent upland;
(2) they maintain a-fixed alignment of the upland area frontage; and (3) they
are adaptable to providing spot protection to small areas with a minimum of
incidental damage t 'o adjacent areas. Disadvantages of these protective
structures are: (1) they are ineffective inImaintaining a beach, in fact,
any tendency toward loss of beach material in front of such a structure may
well be intensified; (2) they provide no protection to adjacent frontage.' and
(3) because of the high cost -their use is generally limited to high value
areas. Structures of the seawall or bulkhead type are generally used where
it is necessary to maintain the shore in an advanced position relative to that
of adjacent shores, where there is little or no protective beach and a scant
supply of littoral material, or where it is desired to maintain a depth of
water along the shoreline as for a wharf. The shape of the structure should
take into consideration any desired collateral use. The face may be vertical,
sloping, curvead or stepped. A seawall or bulkhead generally would be con-
structed along that line landward of which further recession of the shoreline
is not to be permitted, or out to which land is to be reclaimed.

100. Various designs of seawalls or bulkheads generally would protect
the lake shore adequately if properly constructed. The selection of the
type to be used should be based on a study of foundation conditions, exposure
to wave action, availability of materials, and costs. For example, a struc-
T ture which depends on bot 'tom penetration for stability could not be used on
a rocky bottom, so a cellular steel sheet pile structure, stone mound or armor,
crib structure, or mass concrete wall might be required. Generally some
type of flexible structure involving a stone mat and random stone would be
used on soft bottom, although cellular steel sheet pile structures, penetra-
tion type pile bulkheads, or concrete walls with pile cutoffs and possibly
pile supports might be used depending on availability of materials and costs.
Two types of erosion protective structures are shown on the sketches herewith
as Exhibits 2 and 3. Designs for steel sheet pile cellular type and stepped
type concrete seawalls are shown on Plate H-2 with the Corps of Engineers 1952

46.

report previously noted (Reference 3). Many other designs differing in de-
tails but of similar structural adequacy and effectiveness could be used with
satisfactory results (see Figures 5-1 to 5-13, inclusive, Reference 4).

101. Any of the shore protection structures can be built to such a
height that no water would overtop them regardless of wave attack, though it
is not ordinarily economically feasible to do so. Overtopping of a vertical
faced structure located landward of the breaker zone should be reduced to a
minimum if the top of the structure is set at least 1.5 times the breaking
wave height above the highest anticipated water level under storm conditions
at the site. If some overtopping is allowable, but it still is desired to
minimize the effects of overtopping water which has damaging horizontal wave
induced momentum, structure height may be set as low as 0.7 the breaking
wave height above the anticipated storm water level. In such a case, under
storm conditions, the overtopping water may still cause significant damage by
being blown inland or by erosion of backfill or bank in running off.

102. Storm waves against which protection should be provided must be
determined for various segments of the Lake Michigan frontage by the con-
trolling factors involved, including fetch in the directions of exposures,
storm frequencies and wind velocities and durations from these exposure
directions, off-shore and near shore water depths, direction of shoreline
alignment, causes of wave refraction, etc. A study of wave and lake-level
statistics for Lake Michigan was completed by the Beach Erosion Board in
March., 1953. In the study the characteristics of waves occurring.at Milwaukee
were determined from synoptic weather charts for the 3-year period 1948-'50.
The highest wave computed was in the range of 15 to 16 feet and occurred in
March., 1948. A study of frequency indicated that a wave of this height should
occur on an average 'of about once in 2.5 years. The same study indicated that
waves of about 12 feet in height would occur on an average of about twice a
year (See Table 4). A wave of this height would break at a depth of about 15
feet and ordinarily would not reach structures built at the shoreline. Shore-
line protective structures probably would be built approximately along the
shoreline existing when the lake level is at mean lake level, elevation
578.691 or approximately two feet above datum. The maximum mean monthly lake
level that can be ekpected to recur with reasonable frequency, or in about
5 percent of the years, is about 5 feet above datum as shown by study of the
1860 to 1950 record by the Beach Erosion Board (Reference 5). The same study
shows that, at Milwaukee,- a short period fluctuation of about 1.8 feet above
the prevailing general lake level may be expected about once in 10 years; and
a fluctuation of@about 1.5 feet above the prevailing level might occur about
once in 2.5 years. Study of a seven year record at Sturgeon Bay indicated
slightly higher short period fluctuations in the same periods. Assuming that
scour of at least 2.2 feet might occur at the base of the protective work, it
appears that a maximum depth of about 7 feet might exist at the face of the
lake-shore structure when the lake level is high. The protective structure
should be adequate to absorb, withstand, or dissipate the energy of the
maximum wave that could reach the structure without breaking. The largest
wave that could reach the structure without breaking would be about 5.4 feet,
since waves break at a depth approximately 1.3 times the wave height. Under
these conditions the top of the protective structure should be about 10.6 feet

47.

above low water datum to reduce the damaging effect of overtopping water, or
as much as 15 feet above datum if'it is desired to eliminate nearly all over-
topping (See Para. 101). Usually the latter height cannot be economically
justified unless the lake front property is of very high value. Protective
structures of that height would be undesirable for residential use of the
lake front as they would block the lake view unless the land shoreward of the
structure is relatively high.

103. Eroding lake front also may be protected, in some cases, by
artifically providing and maintaining an adequate beach. When conditions are
suitable for artificial nourishment, long reaches of shore may be protected by
this method at relatively low cost as compared with the adequate defensive
structures. By correcting a deficiency in natural sand supply this treatment
usually benefits rather than damages the shores beyond the immediate treat-'
ment area. The availability at reasonable cost of suitable material for the
purpose is the most important limitation of this protective treatment. The
method is more suitable for long reaches of shoreline than for relatively
short segments of shore, as littoral drift normally tends to distribute the
beach material, and continuing nourishment of one beach segment will ultimate-
ly.benefit other down-drift frontage. The method is usually quite costly on
a unit length basis when applied to shore segments of shore because of the
usual need for a continuing program of beach nourishment to replace losses
resulting from littoral drift.

104. A protective beach may be provided, under certain conditions, by
properly designed groins (See plan for typical rubble mound groin system,
Exhibit 4). This method should be used with caution for if the natural supply
of littoral material is used to restore or widen a beach, a deficiency in
supply.is likely to be created in adjoining areas with resulting expansion of
the problem area.- Placing artificial fill in suitable quantity concurrently
with groin construction may prevent detrimental effects of the groins and make
it possible to build and hold an adequate beach for lake shore protection.
Use of this method of protection requires careful study of the rate and
direction of littoral transport, and of the character of material available
to supply any needed artificial nourishment. Borrow material used may supply
only a small proportion of material of proper beach building size. The
sorting action of the waves in the area moves the finer particles seaward,
leaving the coarser material shoreward of the plunge point until a relatively
stable beach compatible with the wave spectrum of the eara is formed. The
cyclic change in water level and wave pattern will ultimately establish the
beach crest height. The foreshore and nearshore slopes will affect wave be-
havior and thus influence the natural beach crest height. If the beach fill
is placed to an elevation lower than the natural crest height, a ridge will
subsequently develop along the crest. Concurrent high water stage and high
waves will overtop the crest and cause ponding and temporary flooding of the
backshore. Such flooding, if undesirable, may be avoided by fixing the berm
height slightly above the natural beach crest height. The berm height should
be at an elevation above the high lake level that is approximately the vertical
limit of uprush of average storm waves,. Experience indicates that for Lake
Michigan this places the vertical limit of protection at about 7 feet above
the high lake level, excluding short period fluctuations, or about 12 feet
above low water datum. If groins are used to protect a lakeshore the design

48.

of the groins must be carefully studied with relation to conditions existing
at the site. Such factors as spacing, direction, length, height, top slope,
top elevation, permeability, character of bottom material and littoral drift
material, all have important effects on the functioning of the groin system
and must be adequately considered if the protection is to be satisfactory
and reasonably permanent. Groins usually are built approximately perpen-
dicular to the shore and extend from point landward of possible shoreline
recession into the water a sufficient distance to stabilize the shoreline.
A groin acts as a partial dam that intercepts a portion of the normal littoral
drift. As material accumulates on the updrift side, supply to the downdrift
shore is reduced and the downdrift shore recedes. If the groin system is
properly built as to length, spacing, elevation, and permeability of the
structures, and there is a well-established net littoral transport in one
direction, groins may provide satisfactory beach stabilization. However,
it should be noted that the beach protected.would be subject to inter-
mittent periods of advance and recession due to the relation of the pre-
vailing water level to the top of the groins, and due to the changes in pre-
vailing wave direction. Where there is a substantial variation in water
levels over a period of years, satisfactory protection of a shoreline by
groins may require excessively high and long structures.

105. The method of protection of the eroding bluffs along the Lake
Michigan shore most applicable and Acceptable for the greater part of the
lake frontage is the revetting of the toe of the bluff with nonerodible
material., such as stone,- to prevent the waves from acting on the fine,
erodible bluff materials. The general ready availability of crushed stone
and riprap stone of suitable size and weight in eastern Wisconsin usually
makes this type of protection the most economical. The revetment or rubble
mound toe should be located at the maximum anticipated depth of scour and the
top of the structure should normally extend above the design lake level to an
elevation of approximately 0.7 to 1.5 times the height of the maximum wave
that can break upon the structure, depending on whether a limited amount of
overtopping or no erosion back of the protection can be accepted. The design
lake level used should consider not only the periodic high general lake stages
but also the temporary higher levels due to continuing strong winds or
seiches caused by variations in barometric pressures. The height of the
structure therefore depends upon the depth of the water on the lakeward side
of the structure as well as the amount of overtopping allowable. This height
will be influenced by the roughness and variation in slope of the face of the
revetment, and by possible erosion along the lakeward side after construction
of the revetment. To prevent leaching of the backfill or bluff material
through the revetment the stone used in construction generally should be
placed in two or three layers with a filter layer of finer crushed stone up
to about 3 inches in diameter, a center layer of graded material from 3 inches
up to a size sufficient to prevent displacement through voids in the outer
layer, and a layer of cover stone of adequate s *ize to withstand, without move-
ment, the energy exerted by the maximum wave breaking upon it. In some cases
the outer two layers may be placed as one operation by selective placement of
the stone available. In some localities where floating ice fields are a major
problem it may be desirable to increase the size of the cover stone to re-
ducea tendency for the outer pieces to freeze in large ice blocks and be float-
out of place. Usually if the cover stone are large enough to resist displacement

49.

by wave action and are closely laid with a normal amount of interlocking
the ice around them will not have sufficient flotation or strength to lift
thestone out of place. When the revetment protection is placed at the base
of a steeply sloping bluff it usually is desirable to grade at least the lower
portion of the bluff to a stable slope of about 1 on 2. If the upper portion
of bluff above the revetment is subject to erosion or caving due to ground-
water or seepage it may be desirable to grade the entire bank to a flatter
slope. Where there is a wide gradually sloping beach between the low water
and high water shore lines it may be desirable to protect the beach, and
indirectly the bluff, by construction of a rubble mound near the low water
shore line instead of a stone revetment at the base of the bluf f. This would
allow continued use of the lakeshore area, possibly with backfill to above
the required protection level. Where this method of protection is provided
there must be adequate revetment protection at the ends of the frontage pro-
tected extending back to the base of the bluff so that erosion will not con-
tinue-landward of the lakeshore protective structure. Typical sections of
revetment and rubble@mound are shown on exhibits 2 and 3.

106. Usually broken stone or concrete of unassorted sizes randomly
dumped over -the lake bank, as is frequently done in unplanned attempts to
stop bank erosion that has reached a critical stage, does not form an accept-
able shore protection that would permit a reduction in the setback require-
ments. Usually placed without an adequate filter b 'ed of crushed stone, fills
of such dumped material generally are too permeable to stop the pumping out
of backfill m*aterial by wave action, thus allowing the bank protection
materials to gradually become buried in the lake bottom and the erosion to
continue.

107. In general, the criteria-with respect to the use of shorel ands,
lot sizes, building restrictions, setbacks, sanitary provisions, etc., dis-
cussed in this report are the minimum requirements and are not to be con-
sidered a limitation on or repeal of any more restrictive requirements under
any existing zoning, subdivision, or sanitary regulations; State Statutes,
or Wisconsin Administrative Code provisions. No attempt has been made to
include in this report all the provisions of a satisfactory shoreland zoning
or flood plain zoning ordinance since the general provisions of such ordin-
ances have been outlined in model ordinances prepared and distributed by the
Department of Resource Developm ent. Some minor modifications of the model
ordinances considered desirable have been noted in the discussion of the
various criteria herein.

A. R. Striegl
Civil Engineer

Feb. 26, 1968

Incls.:
List of References.
Appendix A "Shoreline Photographs
Exhibits 1,2,3,4

50.

Shoreland and Flood Plain Zoning

Along the Wisconsin Shore of-Lake Michigan

References
Y
1. "Currents on the Great Lakes" by Mark W. Harrington, U. S. Weather Bureau,
Bulletin B. Washington, D. C., 1894.

2. "Currents and Water Masses of Lake Michigan" by John C. Ayers, et.'@al.,
Univ. of Michigan, and E. Bennette Henson, Univ. of Maryland, Great Lakes
Research Institute, publication No. 3. The University of Michigan,
Ann Arbor, 1958.

3. Preliminary Examination Report on "Property Damage on the Great Lakes
Resulting from Changes in Lake Levels," Corps of Engineers, U. S. Army,
Office of the Division Engineer, Great Lakes Division, Chicago, Illinois,
June, 1952.

4. Technical Report No. 4, Third Edition, "Shore Protection Planning and
Design", U. S. Army Coastal Engineering Research Center, Dept. of the Army,
Corps of Engineers, June, 1966.

5. Technical Memorandum No. 36, "Wave and Lake Level Statistics for Lake
Michigan", Beach Erosion Board, Office of the Chief of Engineers, U. S.
Army, March, 1953.

6. "City of Kenosha, Wis. Beach Erosion Control Study", House Document
No. 273, 84th Congress, 2nd Session, report of the Chief of Engineers,
Department of the Army, May, 1955.

7. "Beach Erosion Study, Lake Michigan Shoreline of Milwaukee County, Wis.",
House Document No. 526, 79th Congress, 2nd Session, report of the Chief
of Engineers, Department of the Army, 1945.

8. "Racine County, Wis., Beach Erosion Control Study", House Document No. 88,
83rd Congress, Ist Session, 1952, report of the Chief of Engineers,
United States Army.

9. "Manitowoc County from Two Rivers to Manitowoc, Wis., Beach Erosion
Control Study", House Document No. 348, 84th Congress, 2nd Session, 1955,
report of the Chief of Engineers, United States Army'.

10. "Abandoned Shorelines of Eastern Wisconsin", Wisconsin Geological and
Natural History Survey Bulletin No. XVII, Scientific Series No. 5. by
James Walter Goldthwait, 1907.

L n)N
r

MNOMW"
0 MARMETrE
4.

AL.660k

Ire

Woo Reaches mrshorel;^r
Inerable to re.CeSS1007.
reS(1Hi,;.q 7c-om rap;d
erosion SAVIrA ;khus:

7 W.4SAIIAF67CW

jC
V)

14,W.44VArf

AOCNA&F

AlIVOSVIO

41% 3#0RZL.4ND ZONIMS
W13CONSI-V SNOREZINAE
OF LANE AfIC#ICAN
YVLNArR4&l' nomosAa#
SCAJ OP MILSS
6 is to So 40
57@@ieq/, Civi

0 /0 20 30 40 50 60 70 so 90

FEErAhION 7-OR Odc BANK
30 EwSA,@,Jq Ban*

.20 vel.-yal z/o
6

S*WC -TOO 741M 2e@VO IbS.
A*7ie- -70*"

0/7 15 -Slalzle
zew
A-e- (:; -aee Z.-,.07C
01.
20 30 LoArAlaAr,- -145',o;7 60 -90
e - zo 16S

3 "epqc/ &"706v-

TYPICAL RIPRAP RLrje&T-"6JVr
L,41(E AIICIVIaAIV S.VORE
A R.
k4,Y Ae6. 2og, 1968.

e0o Ihs.

41 -500 -/6 ZOOO 16s,

/0
Av&yiov- it. 701
&W-M A111

rh 1#03"wo- - ff.Aof
0.-e,-sheol S1,om e - sc,-
3* and 6-1

20 30 40 50 60
*Lee r FAMAr TOP op z4orE 44-VIC Lowwa*, - 145-,

JOL A JV 009 rYPI-*CAL
RUSS-LE AfOMMO SEA MALL&
4 A K e /IfIC1116,4N SAfOef
Sy4t-l;:r$@ /, Z@11;9&er
g/jS. yceh.,A@ 10408
bi 3 _j

so ao---- 40 60 140- 160 Ago
F4EETFA0oT rOPOPgrA#.J(

/70'

0. a rom co ive r s -00 " e
-50, 30' 4,91

Zo 716 15 7o--7 Corep- %A"@e
ZO Vb

0 L

C@SS S,6CrA17WZ
Z,oWEprA.rD CADoV Z,JVD. SWOWLAW& ox -q4W Z.)V.D. SWOeASLAVE
JRI/aa L e AfOUAID
2.0 /0 3. 0 slc@n-r -..rop- :SAa'?&- 9.0
0-1:11"I"y 1.5 rro
1.5 -0- 5'
co,-e wboc f.0
07

Ex-C,17AW7"10,7 41@7e
vre PA^ Chop, sylrlwe

PLAN OF GROIN s V3 r4e/v

A S - Fo it TV PICA L

+ 3
L,4 xE Aflcovla4w Swo*,,e
,'..door
-lie C.,
.4. /P S@,

4 -J

I VLL L 00000 8999 E I

8310 mallujilloAm,
3107 IVIS963